ZONING CASE

Z ‐ 5 ‐ 2026

SITE BACKGROUND

Applicant

The Revive Land Group, LLC

Phone

Contact Zoning Office

Email

Contact Zoning Office

Representative Contact

J. Kevin Moore

Phone

Contact Zoning Office

Email

Contact Zoning Office

Titleholder

Estate of Lucille Garrett a/k/a Leathy Lucille Garrett a/k/a Leathy Lucille Price Garrett and William D. Brown

Property Location

Located on the east and west sides of Ernest Barrett Parkway and

the western terminus of Old Horseshoe Bend Road

Address

None assigned

Access to Property

Ernest Barrett Parkway and Old Horseshoe Bend Road

QUICK FACTS

Commission District

4 ‐ Sheffield

Current Zoning

R ‐ 20

Current Use of Property

Vacant

Proposed Zoning

RA ‐ 5

Proposed Use

Single‐family community

Future Land Use

MDR

Site Acreage

10.17

District

19

Land Lot

691

Parcel #

19069100010, 19069100070

Taxes Paid

Yes

FINAL ZONING STAFF RECOMMENDATIONS

Click here to enter text.

Community Development – Zoning Division

John Pederson – Division Manager

Z-52026AerialMap

Application No. 2

Hearing Dates:PC - 02/03/2026

BOC-02/17/2026

Summary of Intent for Rezoning

Part 1.Residential Rezoning Information (attach additional information if needed)

• a)

Proposed unit square-footage(s): Minimum 1,600 square feet and greater

• b)

Proposed building architecture: Traditional/Craftsman - Fronts of brick, stone, shake,

board andbatten,cementitiouslapsiding

1. List all requested variances:

Seeattached ListingofVariances

Part 2.Non-residential RezoningInformation (attach additional information if needed)

1. Proposed use(s):

Not Applicable.

1. Proposedbuilding architecture:

Not Applicable.

1. Proposed hours/days of operation:

Not Applicable.

1. List all requested variances:

Part 3.OtherPertinentInformation (Listor attach additional information if needed)

Part 4. Is any of the property included on the proposed site plan owned by the Local, State, or Federal Government? (PleaselistallRight-of-Ways,Governmentownedlots,County ownedparcelsand/orremnants,etc.,andattach a plat clearly showing where these properties are located).

Yes.Portionsof twoCobbCounty

rights-of-way are proposed for abandonment, as shown on submitted Site Plan.

*Applicant specifically reserves the right to amend any information set forth in thisSummary of Intent for Rezoning,or any portionof theApplicationforRezoningor documentation attached thereto,at any time during therezoningprocess.

ATTACHMENT TOSUMMARY OFINTENT FOR REZONING

Application No.:

Hearing Dates:

Z(2026)

February 3, 2026

February 17, 2026

Applicant:

The Revive Land Group, LLC

Titleholder:

EstateofLucilleGarrett (a/k/a Leathy Lucille Garrett;

a/k/a Leathy Lucille Price Garrett)

Tax Parcel Identification No.:

19069100010

Part 1.Residential Rezoning Information

• (c) List all requested variances:
• Sec. 134-201.2.(4)a. Minimum lot size: 7,000 sf. Variance request for minimum lot size: 3,700 sf;
• Sec. 134-201.2.(4)b. Minimum lot width at front setback line: 70 feet; cul-de-sac or interior lot, 50 feet. Variance request for minimum lot width of 41 feet;
• iii) Sec. 134-201.2.(4)c. Minimum width between buildings: 15 feet. Variance request for minimum width between buildings of 10 feet;
• iv) Sec. 134-201.2.(4)d. Minimum public road frontage: 70 feet; cul-de-sac 35 feet; 50 feet minimum public road frontage if interior to development. Variance request for minimum public road frontage of 41 feet;
• Sec. 134-201.2.(4)e. Minimum building setbacks: minimum front yard setback: 20 feet. Variance request for minimum front yard setback of 15 feet;
• vi) Sec. 134-201.2.(4)e. Minimum building setbacks: minimum major side yard setback: 20 feet. Variance request for minimum front yard setback of 15 feet.
• vii) Sec. 134-201.2.(4)e. Minimum building setbacks: minimum rear yard setback on an arterial street: 40 feet. Variance request for minimum rear yard setback on an arterial street of 30 feet;
• viii) Sec. 134-201.2.(4)e. Minimum building setbacks: minimum rear yard setback: 30 feet. Variance request for minimum front yard setback of 20 feet; and
• ix) Sec. 134-191. Summary of bulk regulations: maximum coverage: 35 percent. Variance request for maximum coverage of 45percent.

CobbCountyDevelopmentStandardsSec402.7.1

1. A minimum 50 feet straight line distance is required between residential driveways. Request a minimum 12 feet straight line distance between residential driveways; and
2. xi) A minimum 50 feet straight line distance is required between the intersection radius and the edge of residential driveway aprons. Request a minimum 2 feet straight line distance between the intersection radius and the edge of the residential driveway apron.

TRAFFIC IMPACT STUDY

FOR PROPOSED SOMERSET AT MACEDONIA RESIDENTIAL

DEVELOPMENT ON ERNEST W BARRETT PARKWAY

COBB COUNTY, GEORGIA

Prepared for:

The Revive Land Group 3500LenoxRoad,Suite625 Atlanta,GA 30326

Prepared By:

A&R Engineering Inc.

2160 Kingston Court, Suite O Marietta,GA 30067 Tel: (770) 690-9255Fax:(770) 690-9210 www.areng.com

November17,2025 A&RProject#25-196

TABLE OF CONTENTS

	Item	Page
1.0	Introduction ... ...1
2.0	Existing Facilities / Conditions ..3
2.1		Roadway Facilities .... 3
2.1.1		ErnestWBarrettParkway. 3
2.1.2		Macedonia Road. 3
3.0	Study Methodology .... .4
3.1		Unsignalized Intersections.. 4
3.2		Signalized Intersections.. 5
4.0	Existing 2025 Traffic Analysis.
4.1		Existing Traffic Volumes.... 6
4.2		Existing Traffic Operations. 9
5.0	Proposed Development.. .10
5.1		Trip Generation.. 12
5.2		Trip Distribution.. .12
6.0	Future2027TrafficAnalysis .14
6.1		Future“No-Build"Conditions.. 14
6.1.1		Annual TrafficGrowth .14
6.2		Future“Build"Conditions.. .14
6.3		AuxiliaryLaneAnalysis... .17
6.3.1		Deceleration Turn Lane Analysis .17
6.4		FutureTrafficOperations... 18
6.5		System Improvements.. .19
7.0	Conclusions and Recommendations.... ...21
7.1	RecommendationforSite Access Configuration
		21
Appendix

LIST OF TABLES

Item	Page
Table 1 - Level of service Criteria for Unsignalized Intersections .	.4
Table 2 - Level of service Criteria for Signalized Intersections...
Table 3 - Existing Intersection Operations ...	.9
Table 4-Trip Generation...	.12
Table5-FutureIntersectionOperations...	.18
Table6-FutureIntersection95thPercentileQueues	.19
LIST OF FIGURES Item	Page
Figure 1 -- Location Map....	2
Figure 2 - Existing Weekday Peak Hour Volumes...
Figure 3 - Existing Traffic Control and Lane Geometry
Figure 4-Site Plan...	11
Figure 5 -Trip Distribution and Site Generated Peak Hour Volumes	.13
Figure 6-Future (No-Build) Peak Hour Volumes..	...15
Figure 7 - Future (Build) Peak Hour Volumes.	.16
Figure 8-Future Traffic Control and Lane Geometry.	20

1.O INTRODUCTION

The purpose of this study is to determine the traffic impact from the proposed Somerset at Macedonia residential development that will be located on the east side of Ernest W Barrett Parkway about 3,000 feet north of Macedonia Road in Cobb County. The traffic analysis includes evaluation of the current operations as well as future conditions including traffic generated by the proposed development. The development will consist of 43 single-family detached houses and proposes one right-in/right-out drivewayonErnestWBarrettParkway.

The AM and PM peak hours have been analyzed in this study. In addition to the site access point, this study includes the evaluation of traffic operations at the intersections of:

• 1.Ernest W BarrettParkway at Macedonia Road
• 2.B Ernest W Barrett Parkway at Median Break (approximately 0.45 miles to the north of the proposedsitedriveway location)

Recommendations to improve traffic operations have been identified as appropriate and are discussed in detail in the following sections of the report. The location of the development and the surrounding roadwaynetwork areshowninFigure1.

2.O EXiSTING FACIlITIES / CONDITIONS

2.1 Roadway Facilities

The following is a brief description of each of the roadway facilities located in proximity to the site:

2.1.1ErnestWBarrettParkway

Ernest W Barrett Parkway is a north-south, four-lane, median divided roadway with a posted speed limit of 45 mph in the vicinity of the site. Georgia Department of Transportation (GDoT) traffic counts (Station ID: 067-0657) indicate that the daily traffic volume on Ernest W Barrett Parkway in 2024 was 21,500 vehicles per day northwest of Macedonia Road. Cobb County DoT classifies Ernest W Barrett Parkway as an arterial roadway.

2.1.2MacedoniaRoad

Macedonia Road is an east-west, two-lane, undivided roadway with a two way left turn lane and posted speed limit of 35 mph in the vicinity of the site. Georgia Department of Transportation (GDOT) traffic counts(Station ID:067-8836) indicate that the daily traffic volume on Macedonia Road in 2024 was majorcollectorroadway.

3.o Study methodoloGy

In this study, the methodology used for evaluating traffic operations at each of the subject intersections s s edition (HCM 6). Synchro software, which utilizes the HCM methodology, was used for the analysis. The following is a description of the methodology employed for the analysis of unsignalized and signalized intersections.

3.1 Unsignalized Intersections

For unsignalized intersections controlled by a stop sign on minor streets, the level of service (Los) for motor vehicles with controlled movements is determined by the computed control delay according to the thresholds stated in Table 1 below. Los is determined for each minor street movement (or shared movement), as well as major street left turns. Los is not defined for the intersection as a whole or for major street approaches. The Los of any controlled movement which experiences a volume to capacity ratio greater than 1 is designated as"F" regardless of the control delay.

Control delay for unsignalized intersections includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay.Several factors affect the control delay for unsignalized intersections, such as the availability and distribution of gaps in the conflicting traffic stream, critical gaps, and follow-up time for a vehicle in the queue.

Level of service is assigned a letter designation from "A" through "F". Level of service "A" indicates excellent operations with little delay to motorists, while level of service "F" exists when there are insufficient gaps of acceptable size to allow vehicles on the side street to cross the main road without experiencinglongdelays.

TABLE 1 - LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS
ControlDelay(sec/vehicle)	LOS by Volume-to-Capacity Ratio*
	v/c ≤ 1.0	v/c > 1.0
≤10	A	F
> 10 and ≤ 15	B	F
> 15 and ≤25	C	F
> 25 and ≤ 35	D	F
> 35 and ≤ 50	E	F
>50	F	F

*The LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approachesorfortheintersection.

Source:HighwayCapacityManual,6thedition,Exhibit20-2LOSCriteria:MotorizedVehicleMode

3.2 Signalized Intersections

According to HCM procedures, LOS can be calculated for the entire intersection, each intersection approach, and each lane group. HCM uses control delay alone to characterize Los for the entire intersection or an approach. Control delay per vehicle is composed of initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Both control delay and volume-to-capacity ratio are used to characterize Los for a lane group. A volume-to-capacity ratio of greater than 1.0 for a regardlessof the amountofcontrol delay.

Table2belowsummarizestheLoScriteriafromHCMformotorizedvehiclesatsignalizedintersection.

TABLE 2 - LEVEL OF SERVICE CrITERIA FOR SIGNALIZED INTERSECTIONS
Control Delay (sec/vehicle) *	Los for Lane Group byVolume-to-Capacity Ratio*
	v/c ≤1.0	v/c > 1.0
10	A	F
> 10 and ≤ 20	B	F
>20 and≤35	C	F
> 35 and ≤ 55	D	F
> 55 and ≤ 80	E	F
> 80	F	F

*For approach-based and intersectionwideassessments,Losis defined solely by control delay

Source:Highway Capacity Manual, 6th edition,Exhibit 19-8 LOSCriteria:MotorizedVehicle Mode

LOS A is typically assigned when the volume-to-capacity (v/c) ratio is low and either progression is exceptionally favourable, or the cycle length is very short. Los B is typically assigned when the v/c ratio is low and either progression is highly favorable, or the cycle length is short. However, more vehicles are stopped than with LoS A. LOS C is typically assigned when progression is favorable, or the cycle length is moderate.Individual cycle failures (one or more queued vehicles are not able to depart because of the intersection without stopping, but the number of vehicles stopping is significant. Los D is typically assigned when the v/c ratio is high and either progression is ineffective, or the cycle length is long. There are many vehicle-stops and individual cycle failures are noticeable. Los E is typically assigned when the v/c ratio is high, progression is very poor, the cycle length is long, and individual cycle failures are length is long, and mostcycles fail to clear the queue.

4.0 EXISTING 2025 TRAFFIC ANALYSIS

4.1 Existing Traffic Volumes

Existing traffic countswere obtained at thefollowing study intersections:

• 1.Ernest W Barrett Parkway at Macedonia Road
• 2.Ernest W Barrett Parkway at Median Break

Turning movement counts were collected on Wednesday, October 22,2025. All turning movement countswererecordedduringtheAMandPMpeakhoursbetween7:00amto9:00amand4:00pmto 6:00pm, respectively. The four consecutive 15-minute interval volumes that summed to produce the highest volume at the intersections were then determined. These volumes make up the peak hour traffic volumes for the intersections and are shown in Figure 2. The existing traffic control and lane geometry for the intersections are shown in Figure 3.

EXISTINGWEEKDAYPEAK-HOURVOLUMES

FIGURE 2

A&R Engineering Inc.

LEGEND

A&R Engineering Inc.

Figure 3 - Existing Traffic Control and Lane Geometry

4.2 Existing Traffic Operations

Existing 2025 traffic operations were analyzed at the study intersections in accordance with the HCM methodology. The results of the analyses are shown in Table 3.

TaBLe 3 - ExISTing INTerSECTION OpErATIONS
		LOS (Delay)
	Intersection	AMPeakHour	PM Peak Hour
	ErnestWBarrettParkway@MacedoniaRoad	C(23.0)	C (21.0)
	-Eastbound Approach	D (54.9)	E (74.4)
	-Northbound Approach	A (8.8)	B (15.2)
	-SouthboundApproach	B (16.6)	B (16.0)
	ErnestWBarrettParkway@MedianBreak
	-Northbound U-Turn	A (0.0)	A (0.0)
	-Southbound U-Turn	A (0.0)	A (0.0)

The results of the existing traffic operations analysis indicate that the signalized study intersection is operating at an overall level of service "B" in both the AM and PM peak hours.

5.O PROPOSED DEVELOPMENT

The proposed development is the Somerset at Macedonia residential development that will be located on the east side of Ernest W Barrett Parkway about 3,0o0 feet north of Macedonia Road in Cobb County. The development will consist of 43 single-family detached houses and proposes one right-in/right-out drivewayonErnestWBarrettParkway.

A siteplan is shown in Figure 4.

5.1 Trip Generation

Trip generation estimates for the project were based on the rates and equations published in the 12th edition of the Institute of Transportation Engineers (ITE) Trip Generation Manual. This reference containstrafficvolumecountdatacollectedatsimilarfacilitiesnationwide.Thetripgenerationwas based on the following ITE Land Use category: 210- Single-Family Detached Housing. The calculated trip generation volumesfor the proposed development are shown in Table 4.

TaBLe 4 - TrIP GENErATIon FOr PrOPoSed DeVElOPmenT
Land Use	Size	AM Peak Hour			PM Peak Hour			24Hour
		Enter	Exit	Total	Enter	Exit	Total	2-way
ITE210-Single-FamilyDetached Housing	43Units	9	25	34	27	17	44	612

5.2Trip Distribution

The trip distribution describes how traffic arrives and departs from the site. An overall trip distribution was developed for the site based on a review of the existing travel patterns in the area and the locations of major roadways and highways that will serve the development. The site-generated peak hour traffic volumes, shown in Table 4, were assigned to the study area intersections based on this distribution. The outer-leg distribution and AM and PM peak hour traffic volumes generated by the site are shown in Figure 5.

TRIPDISTRIBUTIONANDNEWSITE-GENERATED

FIGURE5

6.0 FUTURE 2027 TRAFFIC ANALYSIS

The future 2027 traffic operations are analyzed for the“Build" and “No-Build" conditions.

6.1 Future "No-Build" Conditions

The "No-Build" (or background) conditions provide an assessment of how traffic will operate in the study horizon year without the study site being developed as proposed, with projected increases in through traffic volumes due to normal annual growth. The Future "No-Build" volumes consist of the existing traffic volumes (Figure 2) plus increases for annual growth of through traffic.

6.1.1Annual Traffic Growth

In order to evaluate future traffic operations in this area, a projection of normal traffic growth was applied to the existing volumes. The Georgia Department of Transportation recorded average daily traffic volumes at several locations in the vicinity of the site. Reviewing the growth over the last three (2022-2024) years revealed growth of approximately 1% in the area. This growth factor was applied to the existing traffic volumes between collector and arterial roadways to estimate the future year traffic volumes prior to the addition of site-generated traffic. The resulting future"No-Build"volumes on the roadway are shown in Figure 6.

6.2 Future"Build"Conditions

The "Build" or development conditions include the estimated background traffic from the "No-Build" conditions plus the added traffic from the proposed development. To evaluate future traffic operations in this area, the additional traffic volumes from the site (Figure 5) were added to base traffic volumes (Figure 6) to calculate the future traffic volumes after the construction of the development. These total future"Build"trafficvolumesareshowninFigure7.

FUTURE(NO-BUILD)WEEKDAYPEAKHOURVOLUMES

FIGURE6

A&R Engineering Inc.

FUTURE(BUILD)WEEKDAYPEAKHOURVOLUMES

FIGURE7

A&R Engineering Inc.

6.3Auxiliary Lane Analysis

Included below is the analysis for a right turn lane for the site driveway (per Cobb County Standards). The analyses below are based off the trip distribution included in Section 5.2. According to the trip distribution, the 24-hour two-way volume for traffic entering and exiting the site are 612 vehicles.

6.3.1DecelerationTurnLaneAnalysis

s e s a n roadway and is included in Cobb County's Major Thoroughfare Plan, a right turn lane is required at site driveway.

6.4 Future Traffic Operations

The future "No-Build" and "Build" traffic operations were analysed using the volumes in Figures 6 and 7, respectively. The results of the future traffic operations analysis are shown below in Table 5. Recommendations on traffic control and lane geometry are shown in Figure 8.

TABLE 5 - FUTURE INTERSECTION OPERATIONS
Intersection		NO BUILD		BUILD
		AM Peak	PM Peak	AMPeak	PM Peak
	ErnestWBarrettParkway@MacedoniaRoad	C(23.2)	C(22.4)	C(23.3)	C(22.7)
	-EastboundApproach	D (54.2)	E (74.6)	D (54.3)	E (74.8)
	-Northbound Approach	A (9.2)	B (16.5)	A (9.2)	B (16.8)
	-Southbound Approach	B (17.3)	B (17.9)	B (17.5)	B (18.5)
	ErnestWBarrettParkway@MedianBreak	A (0.0)	A (0.0)	A (0.0)	A (0.0)
	-Northbound U-Turn -Southbound U-Turn	A (0.0)	A (0.0)	A (0.0)	A (0.0)
	ErnestWBarrettParkway@SiteDriveway (Right In/Right Out) -Westbound Approach			B (11.7)	C (15.4)

The results of the future "No-Build" and "Build" traffic operations analysis indicate that the unsignalized study intersections will continue to operate at a level of service "C" or better in both the AM and PM peak hours. The signalized study intersection will be operating at a level of service "C" or better in both theAMandPMpeakhour.

Table 6 below includes 95th percentile SimTraffic queue lengths at the study intersections. SimTraffic results of the "No Build" and "Build" have been used since the microsimulation more accurately modelled a multi-lane turn lane scenario than Synchro (macrosimulation).

TABLE 6 - FUTURE INTERSECTION 95TH PERCENTILE QUEUES
		Available Storage	Queue Length in feet
	Intersection		NO-BUILD		BUILD
			AMPeak	PM Peak	AM Peak	PM Peak
	ErnestWBarrettParkway@Macedonia Road
	-EastboundLeft/Right	460'	227	94	229	97
	-Eastbound Right		76	73	76	73
	-Northbound Left	305'	77	454	78	464
	-Northbound Through		172	183	174	190
	-Southbound U-Turn	190'			7	16
	-Southbound Through		411	504	419	511
	-SouthboundThrough/Right		411	504	419	511
	ErnestWBarrettParkway@Median Break
2	-Northbound U-Turn	145'	4	23	35	32
	-SouthboundU-Turn	155'	11	6	12	5

The storage lengths are all adequate to accommodate projected queues other than the northbound left approach at the intersection of Ernest W Barrett Parkway and Macedonia Road during the PM peak hour.

6.5 System Improvements

The "No-Build" scenario shows a significant amount of northbound left turning volume at Ernest W Barrett Parkway and Macedonia Road during the PM peak hour. The expected 95th percentile queue during this time is also longer than the available storage for this movement.It is recommended to consider a dual left turn lane whenever the left turn volume is greater than 300 vehicles during the peak hour. The PM peak hour volume for northbound left turning vehicles at this intersection is 512.

A&R Engineering Inc.

7.O CONCluSIONS And RECOMmendATIONS

Trafficimpactswere evaluated for the proposed Somerset at Macedonia residential development that willbe located on the east side of Ernest W Barrett Parkway in Cobb County. The development will consist of 43 single-family detached houses and proposes one right-in/right-out driveway on Ernest W Barrett Parkway.

Existing and future operations after completion of the project were analyzed at the intersections of:

• 1.Ernest W Barrett Parkway at Macedonia Road
• Ernest W Barrett Parkway at Median Break (Approximately 0.45 miles to the north of the proposed sitedrivewaylocation)
• 3.Ernest W Barrett Parkway at Site Driveway (Right In/Right Out)

The analysis included the evaluation of future operations for"No-Build" and "Build" conditions, with the development. The results of the future ""No-Build" and "Build" traffic operations analysis indicate that the unsignalized study intersections will continue to operate at a level of service "C" in both the AM and PM peak hours. The results of the future "No-Build" and "Build" traffic operations analysis also indicate that the signalized study intersections will continue to operate at a level of service "C" in both the AM and PM peak hours.The impact of the proposed site's traffic on the traffic operations in the study network is minimal.

7.1 Recommendation for Site Access Configuration

The following access configuration is recommended for the proposed site driveway intersection.

• SiteDriveway:Right-In/Right-Outdriveway onErnestWBarrettParkway
• Oneenteringandoneexitinglanes.
• Stop-sign controlled on the driveway approach with Ernest W Barrett Parkway remainingfreeflow.
• Deceleration turn lane forentering traffic
• OProvide adequate sight distance per AASHTO standards.

ExistingIntersectionTrafficCounts..

Linear Regression of Daily Traffic...

ExistingIntersectionAnalysis.

Future “No-Build" Intersection Analysis

Future “Build" Intersection Analysis...

TrafficVolumeWorksheets...

Appendix

ExistingIntersectionTrafficCounts..

Linear Regression of Daily Traffic...

ExistingIntersectionAnalysis.

Future “No-Build" Intersection Analysis

Future “Build" Intersection Analysis...

TrafficVolumeWorksheets...

EXISTING INTERSECTION TRAFFIC COUNTS

A & R Engineering, Inc.

2160 Kingston Court Suite '0' Marietta, GA 30067

TMC Data File Name:20250374 Ernest W Barrett Pkwy @ Median Opening SiteCode:20250374 North of Macedonia Road Start Date:10-22-2025 7-9 am | 4-6 pm Page No :1

GroupsPrinted-Cars,Buses&Trucks ErnestWBarrettPkwy ErnestWBarrettPkwy Northbound Southbound Eastbound Westbound StartTime Left Thru Right U-Tum App.Total Left Thru Right U-Tum App Tolal Left Thru Right App. Tolal Left Thru Right App. Total Int Total 07:00AM 0 191 0 0 191 0 208 0 2 210 0 0 0 0 0 0 0 0 401 07:15AM 0 209 0 0 209 0 258 0 0 258 0 0 0 0 0 0 0 0 467 07:30AM 0 204 0 0 204 0 265 0 0 265 0 0 0 0 0 0 0 0 469 07:45AM 183 0 1 184 0 233 0 1 234 0 0 0 0 0 0 0 0 418 0 Total 0 787 0 1 788 0 964 0 3 967 0 0 0 0 0 0 0 0 1755 08:00AM 0 169 0 1 170 0 228 0 1 229 0 0 0 0 0 0 0 0 399 08:15AM 0 168 0 2 170 0 232 0 0 232 0 0 0 0 0 0 0 0 402 08:30AM 0 147 0 1 148 0 221 0 2 223 0 0 0 0 0 0 0 0 371 08:45AM 0 172 0 0 172 0 263 0 0 263 0 0 0 0 0 0 0 0 435 Total 0 656 0 4 660 0 944 0 3 947 0 0 0 0 0 0 0 0 1607 ***BREAK*** 04:00PM 0 308 0 2 310 0 232 0 0 232 0 0 0 0 0 0 0 0 542 04:15PM 0 321 0 3 324 0 216 0 0 216 0 0 0 0 0 0 0 0 540 04:30PM 0 323 0 2 325 0 230 0 0 230 0 0 0 0 0 0 0 0 555 04:45PM 0 354 0 3 357 0 248 0 1 249 0 0 0 0 0 0 0 0 606 Total 0 1306 0 10 1316 0 926 0 1 927 0 0 0 0 0 0 0 0 2243 05:00PM 0 307 0 2 309 0 257 0 0 257 0 0 0 0 0 0 0 0 566 05:15PM 0 290 0 2 292 0 222 0 1 223 0 0 0 0 0 0 0 0 515 05:30PM 0 291 0 2 293 0 267 0 2 269 0 0 0 0 0 0 0 0 562 05:45PM 0 280 0 2 282 0 240 0 1 241 0 0 0 0 0 0 0 0 523 Total 0 1168 0 8 1176 0 986 0 4 066 0 0 0 0 0 0 0 0 2166 GrandTotal 0 3917 0 23 3940 0 3820 0 11 3831 0 0 0 0 0 0 0 0 7771 Apprch % 0 99.4 0 0.6 0 99.7 0 0.3 0 0 0 0 0 0 Total % 0 50.4 0 0.3 50.7 0 49.2 0 0.1 49.3 0 0 0 0 0 0 0 0

A & R Engineering, Inc.

2160 Kingston Court Suite 'O' Marietta, GA 30067

TMC Data Ernest W Barrett Pkwy @ Median Opening NorthofMacedoniaRoad

7-9 am | 4-6 pm

File Name :20250374

Site Code :20250374

Start Date : 10-22-2025

Page No :2

	ErnestWBarrettPkwy Northbound					ErnestWBarrettPkwy Southbound					Eastbound				Westbound
StartTime	LeftThru			RightU-Tum	AppTolal		LeftThruRight		U-Tum	App Total	Left	Thru	Right	App.Total	Left		ThruRight
PeakHourAnalysisFrom07:00AMto08:45AM-Peak1of1
PeakHourforEntireIntersectionB Begins at07:00AM
07:00AM	0	191	0	0	191	0	208	0	2	210	0	0	0	0	0	0	0	0	401
07:15AM	0	209	0	0	209	0	258	0	0	258	0	0	0	0	0	0	0	0	467
07:30 AM	0	204	0	0	204	0	265	0	0	265	0	0	0	0	0	0	0	0	469
07:45AM	0	183	0	1	184	0	233	0	1	234	0	0	0	0	0	0	0	0	418
Total Volume	0	787	0	1	788	0	964	0	3	967	0	0	0	0	0	0	0	0	1755
%		99.9	0	0.1		0	99.7	0	0.3		0	0	0		0	0	0
PHF	000	941	.000	.250	943	000	.909	.000	375	.912	.000	000	.000	.000	.000	.000	.000	.000	.936

StartTime

A & R Engineering, Inc.

2160 Kingston Court Suite 'O' Marietta, GA 30067

TMC Data File Name:20250374 Ernest W Barrett Pkwy @ Median Opening Site Code:20250374 North of Macedonia Road Start Date :10-22-2025 7-9 am | 4-6 pm Page No :3

ErnestWBarrettPkwy

Southbound

ErnestWBarrettPkwy

Northbound

Left

RightU-Tum

App.Total

LeftThruRight

U-TumAppTotal

Thru

PeakHourAnalysisFrom04:00PMto05:45PM-Peak1of1

PeakHourforEntireIntersectionBeginsat04:15PM

04:15 PM

04:30PM

04:45PM

05:00PM

Total Volume

PHF

0

0

0

0

0

0

.000

321

354

323

307

1305

99.2

0

0

0

0

0

0

000

216

248

230

257

951

99.9

.925

0

0

0

0

0

0

.000

216

0

0

1

230

0

1

0.1

250

249

952

257

.926

LeftThruRightAop.Total

Eastbound

Left

0

0

0

0

0

0

0

0

0

0

0

0

.000

0

0

0

0

.000

0

0

0

0

.000

0

0

0

.000

0

0

0

0

0

0

.000

Westbound

ThruF

RightAp Tolal

0

0

0

0

0

0

.000

Int.Total

0

0

0

540

0

0

0

0

0

.000

.922

0

0

0

0

0

0

.000

2

3

3

2

10

0.8

833

324

357

325

309

1315

.921

0

0

0

.000

606

555

566

2267

.935

A & R Engineering, Inc.

2160 Kingston Court Suite '0' Marietta, GA 30067

TMC Data FileName:20250375 Ernest W Barrett Pkwy @ Macedonia Road SiteCode:20250375 7-9 am | 4-6 pm Start Date:10-22-2025 Page No :1

GroupsPrinted-Cars,Buses&Trucks ErnestWBarrettPkwy ErnestWBarrettPkwy MacedoniaRoad Northbound Southbound Eastbound Westbound Start Time Left Thru Right App Tolal Left Thru Right App. Total Left Thru Right AppTotal Left Thru Right App Tolal Int. Total 07:00AM 12 165 0 177 0 196 12 208 26 0 151 177 0 0 0 0 562 07:15 AM 34 195 0 229 0 252 6 258 14 0 161 175 0 0 0 0 662 07:30AM 45 190 0 235 0 265 0 265 14 0 111 125 0 0 0 0 625 07:45AM 63 172 0 235 0 227 6 233 12 0 88 100 0 0 0 0 568 Total 154 722 0 876 0 940 24 964 66 0 511 577 0 0 0 0 2417 08:00AM 40 160 0 200 0 223 5 228 10 0 91 101 0 0 0 0 529 08:15AM 46 163 0 209 0 222 10 232 7 0 86 93 0 0 0 0 534 08:30AM 32 141 0 173 0 217 4 221 7 0 72 79 0 0 0 0 473 08:45AM 35 159 0 194 0 259 4 263 13 0 72 85 0 0 0 0 542 Total 153 623 0 776 0 921 23 944 37 0 321 358 0 0 0 0 2078 ***BREAK*** 04:00PM 91 302 0 393 0 222 10 232 8 0 63 71 0 0 0 0 696 04:15PM 88 317 0 405 0 205 11 216 7 0 57 64 0 0 0 0 685 04:30PM 98 317 0 415 0 222 8 230 8 0 57 65 0 0 0 0 710 04:45PM 101 353 0 454 0 233 15 248 4 0 53 57 0 0 0 0 759 Total 378 1289 0 1667 0 882 44 926 27 0 230 257 0 0 0 0 2850 05:00PM 107 307 0 414 0 243 14 257 2 0 62 64 0 0 0 0 735 05:15PM 130 287 0 417 0 212 10 222 5 0 63 68 0 0 0 0 707 05:30PM 116 290 0 406 0 248 19 267 3 0 55 58 0 0 0 0 731 05:45PM 149 321 0 470 0 230 13 243 10 0 74 84 0 0 0 0 797 Total 502 1205 0 1707 0 933 56 989 20 0 254 274 0 0 0 0 2970 Grand Total 1187 3839 0 5026 0 3676 147 3823 150 0 1316 1466 0 0 0 0 10315 Apprch % 23.6 76.4 0 0 96.2 3.8 10.2 0 89.8 0 0 0 Total % 11.5 37.2 0 48.7 0 35.6 1.4 37.1 1.5 0 12.8 14.2 0 0 0 0

A & R Engineering, Inc.

2160 Kingston Court Suite 'O' Marietta, GA 30067

TMC Data Ernest W Barrett Pkwy @ Macedonia Road 7-9 am | 4-6 pm

File Name:20250375

SiteCode:20250375

StartDate:10-22-2025

Page No : 2

	ErnestWBarrettPkwy Northbound				ErnestWBarrettPkwy Southbound				Macedonia Road Eastbound				Westbound
StartTime	Left	Thru	Right	App.Total			LeftThruRight	App.Total	Left	ThruF	Right	App Tolal	Left	Thru	Right	AppTotal	Int.Total
PeakHourAnalysisFrom07:00AMto08:45AM-Peak1of1
PeakHourforEntireIntersectionBeginsat07:00AM
07:00 AM	12	165	0	177	0	196	12	208	26	0	151	177	0	0	0	0	562
07:15AM	34	195	0	229	0	252	6	258	14	0	161	175	0	0	0	0	662
07:30 AM	45	190	0	235	0	265	0	265	14	0	111	125	0	0	0	0	625
07:45AM	63	172	0	235	0	227	6	233	12	0	88	100	0	0	0	0	568
TotalVolume	154	722	0	876	0	940	24	964	66	0	511	577	0	0	0	0	2417
%App.Total	17.6	82.4	0		0	97.5	2.5		11.4	0	88.6		0	0	0
PHF	.611	926	.000	.932	.000	.887	500	.909	.635	.000	.793	.815	.000	.000	.000	.000	.913

A & R Engineering, Inc.

2160 Kingston Court Suite 'O' Marietta, GA 30067

TMC Data Ernest W Barrett Pkwy @ Macedonia Road 7-9 am | 4-6 pm

FileName:20250375

Site Code :20250375

StartDate:10-22-2025

Page No : 3

	ErnestWBarrettPkwy Northbound				ErnestWBarrettPkwy Southbound				MacedoniaRoad Eastbound				Westbound
StartTime			LeftThruRight	App.Total			LeftThruRight	App.Total	Left	Thru	Right	AppTolal	Left	Thru	Right	App.Total	Int Total
PeakHourAnalysisFrom04:00PMto05:45PM-Peak1of1
PeakHour for Entire IntersectionBeginsat05:00PM
05:00PM	107	307	0	414	0	243	14	257	2	0	62	64	0	0	0	0	735
05:15PM	130	287	0	417	0	212	10	222	5	0	63	68	0	0	0	0	707
05:30PM	116	290	0	406	0	248	19	267	3	0	55	58	0	0	0	0	731
05:45PM	149	321	0	470	0	230	13	243	10	0	74	84	0	0	0	0	797
TotalVolume	502	1205	0	1707	0	933	56	989	20	0	254	274	0	0	0	0	2970
%App.Total	29.4	70.6	0		0	94.3	5.7		7.3	0	92.7		0	0	0
PHF	.842	938	.000	.908	.000	.941	.737	.926	500	.000	.858	.815	.000	.000	.000	.000	.932

LINEAR REGRESSION OF DAILY TRAFFIC

EXISTING INTERSECTION ANALYSIS

Lane Group	EBL	EBR	NBL	NBT	SBT
Lane Configurations				个个
	66	511	154	722	940
FutureVolume(vph)	66	511	154	722	940
Lane Group Flow(vph)	320	315	169	793	1059
Turn Type	Prot	Prot	pm+pt	NA	NA
Protected Phases	8	8	1	6	2
Permitted Phases			6
Detector Phase	8	8	1	6	2
SwitchPhase
Minimum Initial (s)	6.0	6.0	5.0	15.0	15.0
Minimum Split (s)	23.5	23.5	15.0	23.5	40.5
Total Split (s)	40.0	40.0	30.0	80.0	50.0
Total Split (%)	33.3%	33.3%	25.0%	66.7%	41.7%
Yellow Time (s)	3.5	3.5	3.5	3.5	3.5
All-Red Time (s)	2.0	2.0	2.0	2.0	2.0
Lost Time Adjust (s)	0.0	0.0	0.0	0.0	0.0
Total Lost Time (s)	5.5	5.5	5.5	5.5	5.5
Lead/Lag			Lead		Lag
Lead-Lag Optimize?			Yes		Yes
Recall Mode	None	None	None	C-Min	C-Min
v/cRatio	0.83	0.62	0.42	0.30	0.50
Control Delay (s/veh)	43.4	9.7	8.7	6.3	16.5
QueueDelay	0.0	0.0	0.0	0.0	0.0
Total Delay (s/veh)	43.4	9.7	8.7	6.3	16.5
QueueLength50th(ft)	138	0	32	92	228
Queue Length 95th (ft)	222	76	74	166	392
Internal LinkDist(ft)	433			445	3140
Turn Bay Length (ft)	135		315
Base Capacity(vph)	569	656	558	2629	2122
Starvation Cap Reductn	0	0	0	0	0
Spilliback Cap Reductn	0	0	0	0	0
Storage Cap Reductn	0	0	0	0	0
Reduced v/c Ratio	0.56	0.48	0.30	0.30	0.50
Intersection Summary
Cycle Length:120
Actuated Cycle Length: 120
Offset:0 (0%),Referenced tophase2:SBTU and 6:NBTL,Start of Green
Natural Cycle:80
ControlType:Actuated-Coordinated
Splits and Phases: 1:ErnestW.BarrettPkwy&MacedoniaRd
	P		02 (R)
06 (R)					08

Movement	EBL	EBR	NBL	NBT	SBU	SBT	SBR
Lane Configurations	Y			个个
	66	511	154	722	0	940	24
Future Volume (veh/h)	66	511	154	722	0	940	24
Initial Q (Qb), veh	0	0	0	0		0	0
Ped-Bike Adj(A_pbT)	1.00	1.00	1.00				1.00
Parking Bus, Adj	1.00	1.00	1.00	1.00		1.00	1.00
WorkZone OnApproach	No			No		No
Adj Sat Flow, veh/h/ln	1870	1870	1870	1870		1870	1870
Adj Flow Rate, veh/h	0	640	169	793		1033	26
Peak HourFactor	0.91	0.91	0.91	0.91		0.91	0.91
Percent Heavy Veh, %	2	2	2	2		2	2
Cap, veh/h	404	719	376	2422		2055	52
Arrive On Green	0.00	0.23	0.06	0.68		0.58	0.58
Sat Flow,veh/h	1781	3170	1781	3647		3636	89
Grp Volume(v),veh/h	0	640	169	793		518	541
Grp Sat Flow(s),veh/h/ln	1781	1585	1781	1777		1777	1854
Q Serve(g_s), s	0.0	23.5	4.4	11.0		20.7	20.7
Cycle Q Clear(g_c), s	0.0	23.5	4.4	11.0		20.7	20.7
Prop In Lane	1.00	1.00	1.00				0.05
Lane Grp Cap(c), veh/h	404	719	376	2422		1031	1076
V/C Ratio(X)	0.00	0.89	0.45	0.33		0.50	0.50
Avail Cap(c_a), veh/h	512	911	641	2422		1031	1076
HCM Platoon Ratio	1.00	1.00	1.00	1.00		1.00	1.00
Upstream Filter(l)	0.00	1.00	1.00	1.00		1.00	1.00
Uniform Delay (d), s/veh	0.0	45.0	11.2	7.8		14.9	14.9
Incr Delay (d2), s/veh	0.0	9.1	0.8	0.4		1.8	1.7
Initial Q Delay(d3), s/veh	0.0	0.0	0.0	0.0		0.0	0.0
%ileBackOfQ(50%),veh/ln	0.0	10.0	1.6	3.7		8.1	8.4
Unsig.Movement Delay, s/veh
LnGrp Delay(d), s/veh	0.0	54.1	12.0	8.2		16.7	16.6
LnGrp LOS		D	B	A		B	B
Approach Vol, veh/h	640			962		1059
ApproachDelay,s/veh	54.1			8.9		16.7
Approach LOS	D			A			B
						6
Timer-Assigned Phs		2				87.3	8 32.7
Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s	12.2	75.1				5.5	5.5
Max Green Setting (Gmax), s	5.5	5.5 44.5				74.5	34.5
Max Q Clear Time (g_c+11), s	24.5 6.4	22.7				13.0	25.5
Green Ext Time (p_c), s	0.3	9.0				8.7	1.7
Intersection Summary
HCM 6thCtrl Delay, s/veh			22.8
HCM 6th LOS			C
Notes
Userapprovedvolumebalancingamongthelanesforturningmovement.
User approved ignoring U-Turning movement.

					L
Movement	EBL	EBR	NBL	NBT	SBU	SBT	SBR
Lane Configurations				个个
Traffic Volume (veh/h)	66	511	154	722	0	940	24
Future Volume (veh/h)	66	511	154	722	0	940	24
Number	3	18	1	6		2	12
Initial Q, veh	0	0	0	0		0	0
Ped-Bike Adj (A_pbT)	1.00	1.00	1.00				1.00
Parking Bus Adj	1.00	1.00	1.00	1.00		1.00	1.00
Work Zone On Approach	No			No		No
LanesOpenDuringWorkZone
Adj Sat Flow, veh/h/ln	1870	1870	1870	1870		1870	1870
Adj Flow Rate,veh/h	0	640	169	793		1033	26
Peak Hour Factor	0.91	0.91	0.91	0.91		0.91	0.91
Percent Heavy Veh, %	2	2	2	2		2	2
Opposing Right Turn Influence	Yes		Yes
Cap, veh/h	404	719	376	2422		2055	52
HCM Platoon Ratio	1.00	1.00	1.00	1.00		1.00	1.00
Prop Arrive On Green	0.00	0.23	0.06	0.68		0.58	0.58
Unsig. Movement Delay
Ln Grp Delay, s/veh	0.0	54.1	12.0	8.2		16.7	16.6
Ln Grp LOS		D	B	A		B	B
Approach Vol, veh/h	640			962		1059
Approach Delay, s/veh	54.1			8.9		16.7
Approach LOS	D
				A		B
Timer:			2	3	4	5	6	7	8
Assigned Phs		1	2	8			6
Case No		1.2	8.0	9.0			4.0
Phs Duration (G+Y+Rc), s		12.2	75.1	32.7			87.3
Change Period (Y+Rc), s		5.5	5.5	5.5			5.5
Max Green (Gmax), s		24.5	44.5	34.5			74.5
MaxAllowHeadway(MAH),s		3.5	5.8	3.8			5.8
Max Q Clear (g_c+l1), s		6.4	22.7	25.5			13.0
Green Ext Time (g_e), s		0.3	9.0	1.7			8.7
Prob of Phs Call (p_c)		1.00	1.00	1.00			1.00
Prob of Max Out (p_x)		0.00	0.30	0.12			0.00
Left-Tun MovementData
Assigned Mvmt		1	5	3
MvmtSat Flow,veh/h		1781	0	1781
Through Movement Data
AssignedMvmt			2	8			9
Mvmt Sat Flow, veh/h			3636	0			3647
Right-Turn Movement Data
Assigned Mvmt			12	18			16
MvmtSatFlow,veh/h			89	3170			0
Left Lane Group Data
AssignedMvmt		1	5	3	0	0	0	0	0
LaneAssignment		L (Pr/Pm)		L

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 3

Lanes in Grp	1	0	1	0	0	0	0	0
Grp Vol (v), veh/h	169	0	0	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	1781	0	1781	0	0	0	0	0
Q Serve Time (g_s), s	4.4	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g_c), s	4.4	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Sat Flow (s_I), veh/h/ln	533	0	1781	0	0	0	0	0
Shared LT SatFlow(s_sh),veh/h/ln	0	0	0	0	0	0	0	0
Perm LT Eff Green (g_p), s	71.6	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Serve Time(g_u), s	48.9	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Q Serve Time (g_ps), s	10.6	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Time to First Blk (g_f), s	0.0	69.6	0.0	0.0	0.0	0.0	0.0	0.0
Serve Time pre Blk (g_fs), s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop LT Inside Lane (P_L)	1.00	0.00	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	376	0	404	0	0	0	0	0
V/C Ratio (X)	0.45	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	641	0	512	0	0	0	0	0
Upstream Filter (I)	1.00	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay (d1), s/veh	11.2	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	0.8	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	12.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	1.5	0.0	0.0	0.0	0.0	0.0	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.1	0.0	0.0	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ile Back of Q Factor (f_B%)	1.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
%ile Back of Q (50%), veh/ln	1.6	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ile Storage Ratio (RQ%)	0.13	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q(Qe),veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Middle Lane Group Data
Assigned Mvmt	0	2	8	0	0	6	0	0
Lane Assignment		T				T
Lanes in Grp	0	1	0	0	0	2	0	0
Grp Vol (v), veh/h	0	518	0	0	0	793	0	0
Grp Sat Flow (s), veh/h/ln	0	1777	0	0	0	1777	0	0
Q Serve Time (g_s), s	0.0	20.7	0.0	0.0	0.0	11.0	0.0	0.0
Cycle Q Clear Time (g_c), s	0.0	20.7	0.0	0.0	0.0	11.0	0.0	0.0
Lane Grp Cap (c), veh/h	0	1031	0	0	0	2422	0	0
V/C Ratio (X)	0.00	0.50	0.00	0.00	0.00	0.33	0.00	0.00
Avail Cap (c_a), veh/h	0	1031	0	0	0	2422	0	0
Upstream Filter (l)	0.00	1.00	0.00	0.00	0.00	1.00	0.00	0.00
Uniform Delay (d1), s/veh	0.0	14.9	0.0	0.0	0.0	7.8	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.8	0.0	0.0	0.0	0.4	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	16.7	0.0	0.0	0.0	8.2	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	7.6	0.0	0.0	0.0	3.6	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.0	0.5	0.0	0.0	0.0	0.1	0.0	0.0

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 4

3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackof QFactor(f_B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ile Back of Q (50%), veh/ln	0.0	8.1	0.0	0.0	0.0	3.7	0.0	0.0
%ileStorage Ratio (RQ%)	0.00	0.07	0.00	0.00	0.00	0.19	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Right Lane Group Data
Assigned Mvmt	0	12	18	0	0	16	0	0
Lane Assignment		T+R	R
Lanes in Grp	0	1	2	0	0	0	0	0
Grp Vol (v), veh/h	0	541	640	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	0	1854	1585	0	0	0	0	0
Q Serve Time (g_s), s	0.0	20.7	23.5	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g_C), s	0.0	20.7	23.5	0.0	0.0	0.0	0.0	0.0
Prot RT Sat Flow (s_R),veh/h/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prot RT Ef Green (g_R), s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop RT Outside Lane(P_R)	0.00	0.05	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	0	1076	719	0	0	0	0	0
V/C Ratio (X)	0.00	0.50	0.89	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	0	1076	911	0	0	0	0	0
Upstream Filter (l)	0.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay (d1), s/veh	0.0	14.9	45.0	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.7	9.1	0.0	0.0	0.0	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	16.6	54.1	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	7.9	9.1	0.0	0.0	0.0	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.0	0.5	0.9	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackof QFactor(f_B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ile Back of Q (50%), veh/ln	0.0	8.4	10.0	0.0	0.0	0.0	0.0	0.0
%ile Storage Ratio (RQ%)	0.00	0.07	0.55	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Intersection Summary
HCM6thCtrl Delay,s/veh		22.8
HCM6thLOS		C
Notes
User approved volume balancing among the lanes for turning movement.

Lane Group	EBL	EBR	NBL	NBT	SBT
Lane Configurations		#
Traffic Volume (vph)	20	254	502	1205	933
FutureVolume(vph)	20	254	502	1205	933
Lane Group Flow (vph)	148	147	540	1296	1063
Turn Type	Prot	Prot	pm+pt	NA	NA
Protected Phases	8	8	1	6	2
Permitted Phases					6
Detector Phase	8	8	1	6	2
SwitchPhase
Minimum Initial (s)	6.0	6.0	5.0	15.0	15.0
Minimum Split(s)	23.5	23.5	15.0	23.5	40.5
Total Split (s)	30.0	30.0	45.0	120.0	75.0
Total Split (%)	20.0%	20.0%	30.0%	80.0%	50.0%
Yellow Time (s)	3.5	3.5	3.5	3.5	3.5
All-Red Time (s)	2.0	2.0	2.0	2.0	2.0
Lost Time Adjust (s)	0.0	0.0	0.0	0.0	0.0
Total Lost Time (s)	5.5	5.5	5.5	5.5	5.5
Lead/Lag			Lead		Lag
Lead-Lag Optimize?			Yes		Yes
Recall Mode	None	None	None	C-Min	C-Min
v/cRatio	0.69	0.64	0.78	0.42	0.56
Control Delay (s/veh)	31.8	22.5	29.0	2.8	25.3
QueueDelay	0.0	0.0	0.0	0.0	0.0
Total Delay (s/veh)	31.8	22.5	29.0	2.8	25.3
QueueLength50th(ft)	21	0	256	94	350
Queue Length 95th (ft)	92	73	420	176	490
Internal Link Dist (ft)	433			445	3140
Turn Bay Length (ft)	135				315
Base Capacity (vph)	368	368	707	3064	1905
Starvation Cap Reductn	0	0	0		0
Spillback CapReductn	0	0	0	0	0
Storage Cap Reductn	0	0	0	0	0
Reducedv/cRatio	0.40	0.40	0.76	0.42	0.56
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150
Offset:0 (0%),Referenced to phase2:SBTU and 6:NBTL,Start of Green Natural Cycle: 90
ControlType:Actuated-Coordinated
Splits and Phases: 1:ErnestW.BarrettPkwy&MacedoniaRd
01 02 (R)
06 (R) 08

					L
Movement	EBL	EBR	NBL	NBT	SBU		SBT SBR
Lane Configurations							A
Traffic Volume (veh/h)	20	254	502	1205	0		933 56
Future Volume (veh/h)	20	254	502	1205	0		933 56
Initial Q (Qb), veh	0	0	0	0			0 0
Ped-Bike Adj(A_pbT)	1.00	1.00	1.00				1.00
Parking Bus, Adj	1.00	1.00	1.00	1.00			1.00 1.00
WorkZone On Approach	No			No			No
Adj Sat Flow, veh/h/ln	1870	1870	1870	1870			1870 1870
Adj FlowRate, veh/h	0	297	540	1296			1003 60
Peak Hour Factor	0.93	0.93	0.93	0.93			0.93 0.93
Percent Heavy Veh, %	2	2	2	2			2 2
Cap,veh/h	196	348	568	2903			2145 128
Arrive On Green	0.00	0.11	0.15	0.82		0.63	0.63
Sat Flow, veh/h	1781	3170	1781	3647			3500 204
Grp Volume(v), veh/h	0	297	540	1296			523 540
Grp Sat Flow(s),veh/h/ln	1781	1585	1781	1777		1777	1834
Q Serve(g_s), s	0.0	13.8	19.2	15.8			23.2 23.2
Cycle Q Clear(g_c), s	0.0	13.8	19.2	15.8			23.2 23.2
Prop In Lane	1.00	1.00	1.00				0.11
Lane Grp Cap(c), veh/h	196	348	568	2903			1119 1155
V/C Ratio(X)	0.00	0.85	0.95	0.45			0.47 0.47
Avail Cap(c_a), veh/h	291	518	769	2903			1119 1155
HCM Platoon Ratio	1.00	1.00	1.00	1.00			1.00 1.00
Upstream Filter(l)	0.00	1.00	1.00	1.00			1.00 1.00
Uniform Delay (d), s/veh	0.0	65.6	23.1	4.0			14.6 14.6
Incr Delay (d2), s/veh	0.0	8.8	17.9	0.5			1.4 1.4
Initial Q Delay(d3), s/veh	0.0	0.0	0.0	0.0			0.0 0.0
%ileBackOfQ(50%),veh/ln	0.0	6.0	22.1	4.3			9.2 9.5
Unsig.Movement Delay, s/veh	0.0	74.4	41.0	4.5			16.0 15.9
LnGrp Delay(d), s/veh LnGrp LOS		E	D	A			B B
Approach Vol, veh/h	297			1836			1063
Approach Delay,s/veh	74.4			15.2			16.0
Approach LOS	E			B			B
Timer-Assigned Phs		2				6	8
Phs Duration (G+Y+Rc), s	28.1	100.0				128.0	22.0
Change Period (Y+Rc), s	5.5	5.5				5.5	5.5
Max Green Setting (Gmax), s	39.5	69.5				114.5	24.5
Max Q Clear Time (g_c+l1), s	21.2	25.2				17.8	15.8
Green Ext Time (p_c), s	1.4	11.6				20.0	0.7
Intersection Summary
HCM6thCtrl Delay,s/veh			21.0
HCM 6th LOS			C
Notes
User approvedpedestrian interval tobeless than phase maxgreen.
User approved ignoring U-Turning movement.

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAage 2

					L4
Movement	EBL	EBR	NBL	NBT	SBU	SBT	SBR
Lane Configurations		#
TrafficVolume(veh/h)	20	254	502	1205	0	933	56
FutureVolume (veh/h)	20	254	502	1205	0	933	56
Number	3	18	1	6		2	12
Initial Q, veh	0	0	0	0		0	0
Ped-Bike Adj (A_pbT)	1.00	1.00	1.00				1.00
Parking Bus Adj	1.00	1.00	1.00	1.00		1.00	1.00
Work Zone On Approach	No			No		No
LanesOpenDuringWorkZone
Adj Sat Flow,veh/h/ln	1870	1870	1870	1870		1870	1870
Adj Flow Rate, veh/h	0	297	540	1296		1003	60
Peak Hour Factor	0.93	0.93	0.93	0.93		0.93	0.93
Percent Heavy Veh, %	2	2	2	2		2	2
Opposing Right Turn Influence	Yes		Yes
Cap, veh/h	196	348	568	2903		2145	128
HCM Platoon Ratio	1.00	1.00	1.00	1.00		1.00	1.00
Prop Arrive On Green	0.00	0.11	0.15	0.82		0.63	0.63
Unsig. Movement Delay
Ln Grp Delay, s/veh	0.0	74.4	41.0	4.5		16.0	15.9
Ln Grp LOS		E	D	A		B	B
Approach Vol, veh/h	297			1836		1063
Approach Delay, s/veh	74.4			15.2		16.0
Approach LOS	E					B
				B
Timer:		1	2	3	4	5	6	7	8
Assigned Phs		1	2	8			6
Case No		1.2	8.0	9.0			4.0
Phs Duration (G+Y+Rc), s		28.1 5.5	100.0 5.5	22.0			128.0 5.5
Change Period (Y+Rc), s Max Green (Gmax), s		39.5	69.5	5.5 24.5			114.5
MaxAllowHeadway(MAH),s		3.5		3.8			5.8
Max Q Clear (g_c+l1), s		21.2	5.8
Green Ext Time (g_e), s		1.4	25.2 11.6	15.8 0.7			17.8 20.0
				1.00			1.00
Prob of Phs Call (p_c)		1.00	1.00
Prob of Max Out (p_x)		0.00	0.06	0.03			0.01
Left-Tum Movement Data
Assigned Mvmt		1	5	3
Mvmt SatFlow,veh/h		1781	0	1781
Through Movement Data
Assigned Mvmt			2	8			6
Mvmt Sat Flow, veh/h			3500	0			3647
Right-Turn Movement Data
Assigned Mvmt			12	18			16
Mvmt Sat Flow,veh/h			204	3170			0
Left Lane GroupData
Assigned Mvmt		1	5	3	0	0	0	0	0
Lane Assignment		L (Pr/Pm)		L

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 3

Lanes in Grp	1	0	1	0	0	0	0	0
Grp Vol (v), veh/h	540	0	0	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	1781	0	1781	0	0	0	0	0
Q Serve Time (g_s), s	19.2	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g._c), s	19.2	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Sat Flow (s_I),veh/h/ln	531	0	1781	0	0	0	0	0
Shared LTSatFlow(s_sh),veh/h/ln	0	0	0	0	0	0	0	0
Perm LT Eff Green (g_P), s	96.5	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Serve Time (g_u), s	71.3	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Q Serve Time (g__ps), s	71.3	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Time to First Blk (g_f), s	0.0	94.5	0.0	0.0	0.0	0.0	0.0	0.0
Serve Time pre Blk (g_fs), s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop LT Inside Lane (P_L)	1.00	0.00	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	568	0	196	0	0	0	0	0
V/C Ratio (X)	0.95	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	769	0	291	0	0	0	0	0
Upstream Filter (l)	1.00	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay (d1), s/veh	23.1	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	17.9	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	41.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	19.2	0.0	0.0	0.0	0.0	0.0	0.0	0.0
2nd-Term Q (Q2), veh/ln	2.8	0.0	0.0	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBack of QFactor(f_B%)	1.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
%ile Back of Q (50%), veh/n	22.1	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileStorage Ratio(RQ%)	1.78	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Middle Lane Group Data
Assigned Mvmt	0	2	8	0	0	6	0	0
Lane Assignment		T				T
Lanes in Grp	0	1	0	0	0	2	0	0
Grp Vol (v), veh/h	0	523	0	0	0	1296	0	0
Grp Sat Flow (s), veh/h/ln	0	1777	0	0	0	1777	0	0
Q Serve Time (g_s), s	0.0	23.2	0.0	0.0	0.0	15.8	0.0	0.0
Cycle Q Clear Time (g_c), s	0.0	23.2	0.0	0.0	0.0	15.8	0.0	0.0
Lane Grp Cap (c), veh/h	0	1119	0	0	0	2903	0	0
V/C Ratio (X)	0.00	0.47	0.00	0.00	0.00	0.45	0.00	0.00
Avail Cap (c_a), veh/h	0	1119	0	0	0	2903	0	0
Upstream Filter (l)	0.00	1.00	0.00	0.00	0.00	1.00	0.00	0.00
Uniform Delay (d1), s/veh	0.0	14.6	0.0	0.0	0.0	4.0	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.4	0.0	0.0	0.0	0.5	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	16.0	0.0	0.0	0.0	4.5	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	8.8	0.0	0.0	0.0	4.1	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.0	0.4	0.0	0.0	0.0	0.2	0.0	0.0

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 4

3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackof QFactor(f_B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ile Back of Q (50%), veh/ln	0.0	9.2	0.0	0.0	0.0	4.3	0.0	0.0
%ile Storage Ratio (RQ%)	0.00	0.07	0.00	0.00	0.00	0.23	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Right Lane Group Data
Assigned Mvmt	0	12	18	0	0	16	0	0
Lane Assignment		T+R	R
Lanes in Grp	0	1	2	0	0	0	0	0
Grp Vol (v), veh/h	0	540	297	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	0	1834	1585	0	0	0	0	0
Q Serve Time (g_s), s	0.0	23.2	13.8	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g_C), s	0.0	23.2	13.8	0.0	0.0	0.0	0.0	0.0
Prot RT Sat Flow (s_R), veh/h/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prot RT Eff Green (g_R), s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop RT Outside Lane (P_R)	0.00	0.11	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	0	1155	348	0	0	0	0	0
V/C Ratio (X)	0.00	0.47	0.85	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	0	1155	518	0	0	0	0	0
Upstream Filter (l)	0.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay (d1), s/veh	0.0	14.6	65.6	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.4	8.8	0.0	0.0	0.0	0.0	0.0
Initial QDelay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	15.9	74.4	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	9.1	5.6	0.0	0.0	0.0	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.0	0.4	0.4	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackof QFactor(f_B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ile Back of Q (50%),veh/ln	0.0	9.5	6.0	0.0	0.0	0.0	0.0	0.0
%ile Storage Ratio (RQ%)	0.00	0.08	0.33	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh		21.0
HCM6thLOS		C

Notes

User approved pedestrian interval to beless than phase max green.

User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

FuTURE "NO-BuIld" INTERSECTION ANALYSIS

Lane Group	EBL	EBR	NBL	NBT	SBT
Lane Configurations				个
TrafficVolume (vph)	67	521	157	736	959
Future Volume (vph)	67	521	157	736	959
Lane Group Flow (vph)	326	321	173	809	1080
Turn Type	Prot	Prot	pm+pt	NA	NA
Protected Phases	8	8	1	6	2
Permitted Phases					6
Detector Phase	8	8	1	6	2
SwitchPhase
Minimum Initial (s)	6.0	6.0	5.0	15.0	15.0
Minimum Split (s)	23.5	23.5	15.0	23.5	40.5
Total Split (s)	40.0	40.0	30.0	80.0	50.0
Total Split (%)	33.3%	33.3%	25.0%	66.7%	41.7%
Yellow Time (s)	3.5	3.5	3.5	3.5	3.5
All-Red Time (s)	2.0	2.0	2.0	2.0	2.0
Lost Time Adjust (s)	0.0	0.0	0.0	0:0	0.0
Total Lost Time (s)	5.5	5.5	5.5	5.5	5.5
Lead/Lag			Lead		Lag
Lead-Lag Optimize?			Yes		Yes
Recall Mode	None	None	None	C-Min	C-Min
v/cRatio	0.83	0.62	0.43	0.31	0.52
Control Delay (s/veh)	43.6	9.6	9.1	6.4	17.4
QueueDelay	0.0	0.0	0.0	0.0	0.0
Total Delay (s/veh)	43.6	9.6	9.1	6.4	17.4
Queue Length50th (ft)	142	0	34	96	241
Queue Length 95th (ft)	227	76	77	172	411
Internal Link Dist (ft)	433			445	3140
Tum Bay Length (ft)	135				315
Base Capacity (vph)	570	661	547	2617	2093
Starvation Cap Reductn	0	0	0	0	0
SpillbackCapReductn	0	0	0	0	0
Storage Cap Reductn	0	0	0	0	0
Reduced v/c Ratio	0.57	0.49	0.32	0.31	0.52
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset:0 (0%),Referenced tophase2:SBTU and 6:NBTL,Start of Green
Natural Cycle:80 ControlType:Actuated-Coordinated
SplitsandPhases:1:ErnestW.BarrettPkwy&MacedoniaRd
Q1	p				02(R)
06(R)

Movement	EBL	EBR	NBL	NBT	SBU	SBT	SBR
Lane Configurations				个个
Traffic Volume (veh/h)	'67	521	157	736	0	959	24
Future Volume (veh/h)	67	521	157	736	0	959	24
Initial Q (Qb), veh	0	0	0	0		0	0
Ped-Bike Adj(A_pbT)	1.00	1.00	1.00				1.00
Parking Bus, Adj	1.00	1.00	1.00	1.00		1.00	1.00
WorkZone OnApproach	No			No			No
Adj Sat Flow,veh/h/ln	1870	1870	1870	1870		1870	1870
Adj Flow Rate, veh/h	0	652	173	809		1054	26
Peak Hour Factor	0.91	0.91	0.91	0.91		0.91	0.91
Percent Heavy Veh, %	2	2	2	2		2	2
Cap, veh/h	410	730	368	2409		2038	50
Arrive On Green	0.00	0.23	0.06	0.68		0.58	0.58
Sat Flow, veh/h	1781	3170	1781	3647		3638	87
Grp Volume(v), veh/h	0	652	173	809		528	552
Grp Sat Flow(s),veh/h/ln	1781	1585	1781	1777		1777	1855
Q Serve(g_s), s	0.0	23.9	4.5	11.4		21.6	21.6
Cycle Q Clear(g_c), s	0.0	23.9	4.5	11.4		21.6	21.6
Prop In Lane	1.00	1.00	1.00				0.05
Lane Grp Cap(c), veh/h	410	730	368	2409		1022	1066
V/C Ratio(X)	0.00	0.89	0.47	0.34		0.52	0.52
Avail Cap(c_a), veh/h	512	911	630	2409		1022	1066
HCM Platoon Ratio	1.00	1.00	1.00	1.00		1.00	1.00
Upstream Filter()	0.00	1.00	1.00	1.00		1.00	1.00
UniformDelay (d), s/veh	0.0	44.7	11.7	8.1		15.4	15.4
Incr Delay (d2), s/veh	0.0	9.5	0.9	0.4		1.9	1.8
Initial Q Delay(d3), s/veh	0.0	0.0	0.0	0.0		0.0	0.0
%ile BackOfQ(50%),veh/ln	0.0	10.2	1.6	3.9		8.5	8.8
Unsig.MovementDelay,s/veh LnGrp Delay(d), s/veh	0.0	54.2 D	12.6 B	8.4 A		17.3 B	17.2
LnGrp LOS Approach Vol, veh/h	652			982			B
							1080
Approach Delay, s/veh	54.2			9.2			17.3
Approach LOS	D			A		B
Timer.-Assigned Phs		2				6	8
Phs Duration (G+Y+Rc), s	12.4	74.5				86.9 5.5	33.1
Change Period (Y+Rc), s	5.5	5.5					5.5
Max Green Setting (Gmax), s	24.5	44.5				74.5	34.5
Max Q Clear Time (g_c+11), s	6.5	23.6				13.4	25.9 1.7
Green Ext Time (p_c), s	0.3	9.0				8.9
Intersection Summary
HCM 6th Ctrl Delay, s/veh			23.2
HCM6thLOS			C
Notes
Userapprovedvolumebalancing among thelanesfor turningmovement.

					L4
Movement	EBL	EBR	NBL	NBT	SBU	SBT	SBR
Lane Configurations				个个
TrafficVolume(veh/h)	67	521	157	736	0	959	24
Future Volume (veh/h)	67	521	157	736	0	959	24
Number	3	18	1	6		2	12
Initial Q, veh	0	0	0	0		0	0
Ped-Bike Adj (A_pbT)	1.00	1.00	1.00				1.00
Parking Bus Adj	1.00	1.00	1.00	1.00		1.00	1.00
WorkZone On Approach	No			No		No
LanesOpenDuringWorkZone
Adj Sat Flow, veh/h/in	1870	1870	1870	1870		1870	1870
Adj Flow Rate, veh/h	0	652	173	809		1054	26
Peak Hour Factor	0.91	0.91	0.91	0.91		0.91	0.91
Percent Heavy Veh, %	2	2	2	2		2	2
Opposing Right Tun Influence	Yes		Yes
Cap, veh/h	410	730	368	2409		2038	50
HCM Platoon Ratio	1.00	1.00	1.00	1.00		1.00	1.00
PropArrive OnGreen	0.00	0.23	0.06	0.68		0.58	0.58
Unsig. Movement Delay.
Ln Grp Delay, s/veh	0.0	54.2	12.6	8.4		17.3	17.2
Ln Grp LOS		D	B	A		B	B
Approach Vol, veh/h	652			982		1080
Approach Delay, s/veh	54.2			9.2		17.3
Approach LOS	D					B
				A
Timer:			2	3	4	5	6	7	8
Assigned Phs		1	2	8			6
Case No		1.2	8.0	9.0			4.0
Phs Duration(G+Y+Rc), s		12.4 5.5	74.5	33.1			86.9
Change Period (Y+Rc), s Max Green (Gmax), s		24.5	5.5 44.5	5.5 34.5			5.5 74.5
MaxAllowHeadway(MAH),s		3.5	5.8	3.8			5.8
Max Q Clear (g_c+l1), s		6.5
Green Ext Time (g_e), s		0.3	23.6 9.0	25.9 1.7			13.4 8.9
Prob of Phs Call (p_c)		1.00	1.00	1.00			1.00
Prob of Max Out (p_x)		0.00	0.33	0.15			0.00
Left-Tum Movement Data
Assigned Mvmt		1	5	3
Mvmt SatFlow,veh/h		1781	0	1781
Through Movement Data
Assigned Mvmt			2	8			9
Mvmt Sat Flow,veh/h			3638	0			3647
Right-Turn Movement Data
Assigned Mvmt			12	18			16
Mvmt Sat Flow,veh/h			87	3170			0
Lef Lane Group Data
Assigned Mvmt		1	5	3	0	0	0	0	0
Lane Assignment		L (Pr/Pm)		L

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAage 3

Lanes in Grp	1	0	1	0	0	0	0	0
Grp Vol (v), veh/h	173	0	0	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	1781	0	1781	0	0	0	0	0
Q Serve Time (g_s), s	4.5	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g_ c), s	4.5	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Sat Flow (s_I), veh/h/ln	522	0	1781	0	0	0	0	0
Shared LT Sat Flow(s_sh),veh/h/ln	0	0	0	0	0	0	0	0
Perm LT Eff Green (g_p), s	71.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Serve Time (g_u), s	47.4	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Q Serve Time (g_ps), s	11.7	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Time to First Blk (g_f), s	0.0	69.0	0.0	0.0	0.0	0.0	0.0	0.0
Serve Time pre Blk (g_fs), s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop LT Inside Lane (P_L)	1.00	0.00	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	368	0	410	0	0	0	0	0
V/C Ratio (X)	0.47	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	630	0	512	0	0	0	0	0
Upstream Filter (I)	1.00	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay (d1), s/veh	11.7	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	0.9	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	12.6	0.0	0.0	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	1.6	0.0	0.0	0.0	0.0	0.0	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.1	0.0	0.0	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/in	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackofQFactor(f_B%)	1.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
%ile Back of Q (50%), veh/ln	1.6	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ile Storage Ratio (RQ%)	0.13	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Middle Lane Group Data
Assigned Mvmt	0	2	8	0	0	6	0	0
Lane Assignment		T				T
Lanes in Grp	0	1	0	0	0	2	0	0
Grp Vol (v), veh/h	0	528	0	0	0	809	0	0
Grp Sat Flow (s), veh/h/ln	0	1777	0	0	0	1777	0	0
Q Serve Time (g_s), s	0.0	21.6	0.0	0.0	0.0	11.4	0.0	0.0
Cycle Q Clear Time (g_c), s	0.0	21.6	0.0	0.0	0.0	11.4	0.0	0.0
Lane Grp Cap (c), veh/h	0	1022	0	0	0	2409	0	0
V/C Ratio (X)	0.00	0.52	0.00	0.00	0.00	0.34	0.00	0.00
Avail Cap (c_a), veh/h	0	1022	0	0	0	2409	0	0
Upstream Filter (l)	0.00	1.00	0.00	0.00	0.00	1.00	0.00	0.00
Uniform Delay (d1), s/veh	0.0	15.4	0.0	0.0	0.0	8.1	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.9	0.0	0.0	0.0	0.4	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	17.3	0.0	0.0	0.0	8.4	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	8.0	0.0	0.0	0.0	3.8	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.0	0.5	0.0	0.0	0.0	0.1	0.0	0.0

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 4

3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackof QFactor(f_B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ile Back of Q (50%), veh/ln	0.0	8.5	0.0	0.0	0.0	3.9	0.0	0.0
%ileStorage Ratio(RQ%)	0.00	0.07	0.00	0.00	0.00	0.20	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Right Lane Group Data
Assigned Mvmt	0	12	18	0	0	16	0	0
Lane Assignment		T+R	R
Lanes in Grp	0	1	2	0	0	0	0	0
Grp Vol (v), veh/h	0	552	652	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	0	1855	1585	0	0	0	0	0
Q Serve Time (g_s), s	0.0	21.6	23.9	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g_ c), s	0.0	21.6	23.9	0.0	0.0	0.0	0.0	0.0
Prot RT Sat Flow (s_R), veh/h/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prot RT Eff Green (g_R), s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop RT Outside Lane (P_R)	0.00	0.05	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	0	1066	730	0	0	0	0	0
V/C Ratio (X)	0.00	0.52	0.89	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	0	1066	911	0	0	0	0	0
Upstream Filter (l)	0.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay (d1), s/veh	0.0	15.4	44.7	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.8	9.5	0.0	0.0	0.0	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	17.2	54.2	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	8.3	9.3	0.0	0.0	0.0	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.0	0.5	1.0	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackof QFactor (f_B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ile Back of Q (50%), veh/ln	0.0	8.8	10.2	0.0	0.0	0.0	0.0	0.0
%ile Storage Ratio (RQ%)	0.00	0.07	0.56	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh		23.2
HCM6thLOS		C
Notes

User approvedvolumebalancing among thelanesforturningmovement.

User approved ignoring U-Turning movement.

Lane Group	EBL	EBR	NBL	NBT	SBT
Lane Configurations				个	裕
Traffic Volume (vph)	20	259	512	1229	952
Future Volume(vph)	20	259	512	1229	952
Lane Group Flow (vph)	150	150	551	1322	1085
Turn Type	Prot	Prot	pm+pt	NA	NA
Protected Phases	8	8	1	6	2
Permitted Phases			6
DetectorPhase	8	8	1	6	2
SwitchPhase
Minimum Initial (s)	6.0	6.0	5.0	15.0	15.0
Minimum Split(s)	23.5	23.5	15.0	23.5	40.5
Total Split (s)	30.0	30.0	45.0	120.0	75.0
Total Split (%)	20.0%	20.0%	30.0%	80.0%	50.0%
Yellow Time (s)	3.5	3.5	3.5	3.5	3.5
All-Red Time (s)	2.0	2.0	2.0	2.0	2.0
Lost Time Adjust (s)	0.0	0.0	0.0	0.0	0.0
Total Lost Time (s)	5.5	5.5	5.5	5.5	5.5
Lead/Lag			Lead		Lag
Lead-Lag Optimize?			Yes		Yes
Recall Mode	None	None	None	C-Min	C-Min
v/cRatio	0.69	0.65	0.79	0.43	0.58
Control Delay (s/veh)	31.7	22.4	31.6	2.8	26.7
Queue Delay	0.0	0.0	0.0	0.0	0.0
Total Delay (s/veh)	31.7	22.4	31.6	2.8	26.7
Queue Length50th(ft)	21	0	282	97	372
Queue Length95th (ft)	94	73	454	183	504
Internal Link Dist (ft)	433			445	3140
Turn Bay Length (ft)	135		315
Base Capacity (vph)	370	371	707	3064	1865
Starvation Cap Reductn	0	0	0	0	0
SpillbackCap Reductn	0	0	0	0	0
Storage Cap Reductn	0	0	0	0	0
Reduced v/c Ratio	0.41	0.40	0.78	0.43	0.58
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150 Offset:0(0%),Referenced tophase2:SBTU and 6:NBTL,Start of Green
Natural Cycle:90 ControlType:Actuated-Coordinated
Splits andPhases: 1:ErnestW.BarrettPkwy&MacedoniaRd
p
01 02 (R)
06(R) 08

Movement	EBL	EBR	NBL	NBT	SBU	SBT	SBR
Lane Configurations		产		个个
Traffic Volume (veh/h)	20	259	512	1229	0	952	57
Future Volume (veh/h)	20	259	512	1229	0	952	57
Initial Q (Qb), veh	0	0	0	0		0	0
Ped-Bike Adj(A_pbT)	1.00	1.00	1.00				1.00
Parking Bus, Adj	1.00	1.00	1.00	1.00		1.00	1.00
WorkZoneOnApproach	No			No			No
Adj Sat Flow,veh/h/ln	1870	1870	1870	1870		1870	1870
Adj Flow Rate, veh/h	0	302	551	1322		1024	61
Peak HourFactor	0.93	0.93	0.93	0.93		0.93	0.93
Percent Heavy Veh, %	2	2	2	2		2	2
Cap, veh/h	198	353	579	2897		2077	124
ArriveOnGreen	0.00	0.11	0.17	0.82		0.61	0.61
Sat Flow, veh/h	1781	3170	1781	3647		3501	203
Grp Volume(v), veh/h	0	302	551	1322		534	551
Grp Sat Flow(s),veh/h/ln	1781	1585	1781	1777		1777	1834
Q Serve(g_s), s	0.0	14.0	22.0	16.4		25.2	25.2
Cycle Q Clear(g_c), s	0.0	14.0	22.0	16.4		25.2	25.2
Prop In Lane	1.00	1.00	1.00				0.11
Lane Grp Cap(c), veh/h	198	353	579	2897		1083	1118
V/C Ratio(X)	0.00	0.86	0.95	0.46		0.49	0.49
Avail Cap(c_a), veh/h	291	518	747	2897		1083	1118
HCM Platoon Ratio	1.00	1.00	1.00	1.00		1.00	1.00
Upstream Filter(l)	0.00	1.00	1.00	1.00		1.00	1.00
Uniform Delay (d), s/veh	0.0	65.5	25.8	4.1		16.3	16.3
Incr Delay (d2), s/veh	0.0	9.1	19.2	0.5		1.6	1.6
Initial Q Delay(d3), s/veh	0.0	0.0	0.0	0.0		0.0	0.0
%ile BackOfQ(50%),veh/ln	0.0	6.1	22.7	4.6		10.2	10.5
Unsig.Movement Delay, s/veh	0.0	74.6	45.1	4.6		17.9	17.9
LnGrp Delay(d), s/veh LnGrp LOS		E	D	A		B	B
Approach Vol, veh/h Approach Delay, s/veh	302 74.6			1873		1085	17.9
	E			16.5			B
Approach LOS				B		6	8
Timer-Assigned Phs		2				127.8	22.2
Phs Duration(G+Y+Rc),s	30.9	96.9				5.5	5.5
Change Period (Y+Rc), s	5.5	5.5
Max Green Setting (Gmax), s	39.5	69.5				114.5	24.5
Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s	24.0 1.4	27.2 11.8				18.4 20.8	16.0 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh			22.4
HCM6thLOS			C
Notes
User approvedpedestrian interval tobeless thanphasemaxgreen. User approved volume balancing among the lanes for turning movement.
UserapprovedignoringU-Turningmovement.

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 2

					L
Movement	EBL	EBR	NBL	NBT	SBU	SBT	SBR
Lane Configurations		#
	20	259	512	1229	0	952	57
Future Volume (veh/h)	20	259	512	1229	0	952	57
Number	3	18	1	6		2	12
Initial Q, veh	0	0	0	0		0	0
Ped-Bike Adj (A_pbT)	1.00	1.00	1.00				1.00
Parking Bus Adj	1.00	1.00	1.00	1.00		1.00	1.00
WorkZone On Approach	No			No		No
LanesOpenDuringWorkZone
Adj Sat Flow, veh/h/ln	1870	1870	1870	1870		1870	1870
AdjFlow Rate,veh/h	0	302	551	1322		1024	61
Peak Hour Factor	0.93	0.93	0.93	0.93		0.93	0.93
Percent Heavy Veh, %	2	2	2	2		2	2
Opposing Right Turn Influence	Yes		Yes
Cap,veh/h	198	353	579	2897		2077	124
HCM Platoon Ratio	1.00	1.00	1.00	1.00		1.00	1.00
Prop Arrive On Green	0.00	0.11	0.17	0.82		0.61	0.61
Unsig.Movement Delay
Ln Grp Delay, s/veh	0.0	74.6	45.1	4.6		17.9	17.9
Ln Grp LOS		E	D	A		B	B
Approach Vol, veh/h	302			1873		1085
Approach Delay, s/veh	74.6			16.5		17.9
Approach LOS	E			B		B
Timer:		1	2	3		5	6		8
Assigned Phs		1	2	8			9
Case No		1.2	8.0	9.0			4.0
Phs Duration (G+Y+Rc),s		30.9	96.9	22.2			127.8
Change Period (Y+Rc), s		5.5	5.5	5.5			5.5
Max Green (Gmax), s		39.5	69.5	24.5			114.5
MaxAllow Headway (MAH), s		3.5	5.8	3.8			5.8
Max Q Clear (g_c+I1), s		24.0	27.2	16.0			18.4
Green Ext Time (g_e), s		1.4	11.8	0.7			20.8
Prob of Phs Call (p_c)		1.00	1.00	1.00			1.00
Prob of Max Out (p_x)		0.00	0.07	0.04			0.01
Left-Tum Movement Data
AssignedMvmt		1	5	3
Mvmt SatFlow,veh/h		1781	0	1781
Through Movement Data
Assigned Mvmt			2	8			6
Mvmt Sat Flow, veh/h			3501	0			3647
Right-Turn MovementData
Assigned Mvmt			12	18			16
MvmtSatFlow,veh/h			203	3170			0
Left Lane Group Data
Assigned Mvmt		1	5	3	0	0	0	0	0
Lane Assignment		L (Pr/Pm)		L

A&R Engineering, Inc

Synchro11 LightReport

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 3

Lanes in Grp	1	0	1	0	0	0	0	0
Grp Vol (v), veh/h	551	0	0	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	1781	0	1781	0	0	0	0	0
Q Serve Time (g_s), s	22.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g_C), s	22.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Sat Flow (s_I), veh/h/ln	520	0	1781	0	0	0	0	0
Shared LT Sat Flow (s_sh), veh/h/ln	0	0	0	0	0	0	0	0
Perm LT Eff Green (g_-p), s	93.4	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT ServeTime (g_u),s	66.3	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Q ServeTime (g_ps), s	66.3	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Time to First Blk (g_f), s	0.0	91.4	0.0	0.0	0.0	0.0	0.0	0.0
Serve Time pre Blk (g_fs), s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop LT Inside Lane (P_L)	1.00	0.00	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	579	0	198	0	0	0	0	0
V/C Ratio (X)	0.95	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	747	0	291	0	0	0	0	0
Upstream Filter (l)	1.00	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay (d1), s/veh	25.8	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	19.2	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	45.1	0.0	0.0	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	19.6	0.0	0.0	0.0	0.0	0.0	0.0	0.0
2nd-Term Q (Q2), veh/ln	3.1	0.0	0.0	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackofQFactor(f_B%)	1.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
%ile Back of Q (50%), veh/ln	22.7	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ile Storage Ratio (RQ%)	1.83	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe),veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Middle Lane GroupData
Assigned Mvmt	0	2	8	0	0	6	0	0
Lane Assignment		T				T
Lanes in Grp	0	1	0	0	0	2	0	0
Grp Vol (v), veh/h	0	534	0	0	0	1322	0	0
Grp Sat Flow (s), veh/h/ln	0	1777	0	0	0	1777	0	0
Q Serve Time (g_s), s	0.0	25.2	0.0	0.0	0.0	16.4	0.0	0.0
Cycle Q Clear Time (g_c), s	0.0	25.2	0.0	0.0	0.0	16.4	0.0	0.0
Lane Grp Cap (c), veh/h	0	1083	0	0	0	2897	0	0
V/C Ratio (X)	0.00	0.49	0.00	0.00	0.00	0.46	0.00	0.00
Avail Cap (c_a), veh/h	0	1083	0	0	0	2897	0	0
Upstream Filter (l)	0.00	1.00	0.00	0.00	0.00	1.00	0.00	0.00
Uniform Delay (d1), s/veh	0.0	16.3	0.0	0.0	0.0	4.1	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.6	0.0	0.0	0.0	0.5	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	17.9	0.0	0.0	0.0	4.6	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	9.7	0.0	0.0	0.0	4.4	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.0	0.5	0.0	0.0	0.0	0.2	0.0	0.0

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAage 4

3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackofQFactor(f_B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ile Back of Q (50%), veh/ln	0.0	10.2	0.0	0.0	0.0	4.6	0.0	0.0
%ile Storage Ratio (RQ%)	0.00	0.08	0.00	0.00	0.00	0.24	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q(Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Right Lane Group Data
Assigned Mvmt	0	12	18	0	0	16	0	0
Lane Assignment		T+R	R
Lanes in Grp	0	1	2	0	0	0	0	0
Grp Vol (v), veh/h	0	551	302	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	0	1834	1585	0	0	0	0	0
Q Serve Time (g_s), s	0.0	25.2	14.0	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g_ C), s	0.0	25.2	14.0	0.0	0.0	0.0	0.0	0.0
Prot RT Sat Flow (s_R), veh/h/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prot RT Eff Green (g_R), s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop RT Outside Lane (P_R)	0.00	0.11	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	0	1118	353	0	0	0	0	0
VIC Ratio (X)	0.00	0.49	0.86	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	0	1118	518	0	0	0	0	0
Upstream Filter (l)	0.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay (d1), s/veh	0.0	16.3	65.5	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.6	9.1	0.0	0.0	0.0	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	17.9	74.6	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	10.0	5.7	0.0	0.0	0.0	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.0	0.5	0.4	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackofQFactor(f_B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ileBack of Q (50%), veh/ln	0.0	10.5	6.1	0.0	0.0	0.0	0.0	0.0
%ile Storage Ratio (RQ%)	0.00	0.08	0.34	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0 0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0		0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
IntersectionSummary
HCM 6th Ctrl Delay, s/veh		22.4
HCM6thLOS		C
Notes

Userapprovedpedestrianintervaltobelessthanphasemaxgreen.

Userapprovedvolumebalancing among thelanesforturningmovement.

User approved ignoring U-Turning movement.

					L
Lane Group	EBL	EBR	NBL	NBT	SBU	SBT
Lane Configurations				个个
Traffic Volume (vph)	68	521	157	741	3	972
Future Volume (vph)	68	521	157	741	3	972
Lane Group Flow (vph)	327	321	173	814	3	1098
Turn Type	Prot	Prot	pm+pt	NA	Perm	NA
Protected Phases	8	8	1	6		2
Permitted Phases						9 2
Detector Phase	8	8	1	6	2	2
SwitchPhase
Minimum Initial (s)	6.0	6.0	5.0	15.0	15.0	15.0
Minimum Split (s)	23.5	23.5	15.0	23.5	40.5	40.5
Total Split (s)	39.0	39.0	25.0	81.0	56.0	56.0
Total Split (%)	32.5%	32.5%	20.8%	67.5%	46.7%	46.7%
Yellow Time (s)	3.5	3.5	3.5	3.5	3.5	3.5
All-Red Time (s)	2.0	2.0	2.0	2.0	2.0	2.0
Lost Time Adjust (s)	0.0	0.0	0.0	0.0	0.0	0.0
Total Lost Time (s)	5.5	5.5	5.5	5.5	5.5	5.5
Lead/Lag			Lead		Lag	Lag
Lead-Lag Optimize?			Yes		Yes	Yes
Recall Mode	None	None	None	C-Min	C-Min	C-Min
v/c Ratio	0.83	0.61	0.45	0.31	0.01	0.52
Control Delay (s/veh)	44.1	9.5	9.5	6.5	14.7	16.8
QueueDelay	0.0	0.0	0.0	0.0	0.0	0.0
Total Delay (s/veh)	44.1	9.5	9.5	6.5	14.7	16.8
QueueLength50th(ft)	145	0	34	97	1	240
Queue Length 95th(ft)	230	76	78	174	m7	404
Internal Link Dist (ft)	433			445		2820
Tum Bay Length (ft)					190	135 305
Base Capacity (vph)	555	651	485	2609	384	2112
Starvation Cap Reductn	0	0	0	0	0	0
Spillback CapReductn	0	0	0	0	0	0
Storage Cap Reductn	0	0	0	0	0	0
Reduced v/cRatio	0.59	0.49	0.36	0.31	0.01	0.52
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset:0 (0%),Referenced tophase2:SBTU and 6:NBTL,Start of Green
Natural Cycle: 80
Control Type:Actuated-Coordinated mVolume for 95th percentile queue is metered by upstream signal.
Splits andPhases: 1:ErnestW.BarrettPkwy&MacedoniaRd
01						Q2 (R)
06 (R)

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAPage 1

Movement	EBL	EBR	NBL	NBT	SBU	SBT	SBR
Lane Configurations		#					n
Traffic Volume (veh/h)	68	521	157	741	3	972	27
Future Volume(veh/h)	68	521	157	741	3	972	27
Initial Q (Qb), veh	0	0	0	0		0	0
Ped-Bike Adj(A_pbT)	1.00	1.00	1.00				1.00
Parking Bus, Adj	1.00	1.00	1.00	1.00		1.00	1.00
WorkZone OnApproach	No			No		No
Adj Sat Flow, veh/h/ln	1870	1870	1870	1870		1870	1870
AdjFlow Rate, veh/h	0	653	173	814		1068	30
Peak Hour Factor	0.91	0.91	0.91	0.91		0.91	0.91
Percent Heavy Veh, %	2	2	2	2		2	2
Cap, veh/h	409	729	362	2411		2033	57
Arrive On Green	0.00	0.23	0.06	0.68		0.58	0.58
Sat Flow, veh/h	1781	3170	1781	3647		3624	99
Grp Volume(v), veh/h	0	653	173	814		538	560
Grp Sat Flow(s),veh/h/ln	1781	1585	1781	1777		1777	1853
Q Serve(g_s), s	0.0	24.0	4.5	11.5		22.1	22.1
Cycle Q Clear(g_c), s	0.0	24.0	4.5	11.5		22.1	22.1
Prop In Lane	1.00	1.00	1.00				0.05
Lane Grp Cap(c), veh/h	409	729	362	2411		1023	1067
V/C Ratio(X)	0.00	0.90	0.48	0.34		0.53	0.53
Avail Cap(c_a), veh/h	497	885	551	2411		1023	1067
HCM Platoon Ratio	1.00	1.00	1.00	1.00		1.00	1.00
Upstream Filter(l)	0.00	1.00	1.00	1.00		1.00	1.00
Uniform Delay (d), s/veh	0.0	44.8	11.8	8.0		15.5	15.5
Incr Delay (d2), s/veh	0.0	10.3	1.0	0.4		1.9	1.9
Initial QDelay(d3), s/veh	0.0	0.0	0.0	0.0		0.0	0.0
%ile BackOfQ(50%),veh/ln	0.0	10.3	1.6	3.9		8.7	9.0
Unsig.Movement Delay,s/veh LnGrp Delay(d), s/veh LnGrp LOS	0.0	55.1 E	12.8 B	8.4 A		17.4 B	17.3
	55.1			987			B
Approach Vol, veh/h	653						1098
Approach Delay,s/veh				9.2			17.4
Approach LOS	E			A			B
Timer-Assigned Phs	1	2				6	8
Phs Duration (G+Y+Rc), S Change Period (Y+Rc), s	12.3 5.5	74.6 5.5				86.9 5.5	33.1 5.5
	19.5	50.5				75.5	33.5
Max Green Setting (Gmax), s Max Q Clear Time (g_c+l1), s	6.5	24.1				13.5	26.0
Green Ext Time (p_c), s	0.3	10.3				9.0	1.6
Intersection Summary
HCM 6th Ctrl Delay,s/veh			23.4
HCM 6th LOS			C
Notes
User approved volume balancing among the lanes for turning movement.

					L
Movement	EBL	EBR	NBL	NBT	SBU	SBT	SBR
Lane Configurations	Y			个
	68	521	157	741	3	972	27
Future Volume (veh/h)	68	521	157	741	3	972	27
Number	3	18	1	6		2	12
Initial Q,veh	0	0	0	0		0	0
Ped-Bike Adj (A_pbT)	1.00	1.00	1.00				1.00
Parking Bus Adj	1.00	1.00	1.00	1.00		1.00	1.00
Work Zone On Approach	No			No		No
LanesOpenDuringWorkZone
Adj Sat Flow, veh/h/ln	1870	1870	1870	1870		1870	1870
Adj Flow Rate, veh/h	0	653	173	814		1068	30
PeakHourFactor	0.91	0.91	0.91	0.91		0.91	0.91
Percent Heavy Veh, %	2	2	2	2		2	2
Opposing Right Turn Influence	Yes		Yes
Cap, veh/h	409	729	362	2411		2033	57
HCM Platoon Ratio	1.00	1.00	1.00	1.00		1.00	1.00
Prop Arrive On Green	0.00	0.23	0.06	0.68		0.58	0.58
Unsig. Movement Delay
Ln Grp Delay, s/veh	0.0	55.1	12.8	8.4		17.4	17.3
Ln Grp LOS		E	B	A		B	B
ApproachVol,veh/h	653			987		1098
Approach Delay, s/veh	55.1			9.2		17.4
Approach LOS						B
	E			A
Timer:		1	2	3	4	5	6	7	8
Assigned Phs		1	2	8			6
Case No		1.2	8.0	9.0			4.0
Phs Duration (G+Y+Rc),s		12.3	74.6 5.5	33.1 5.5			86.9
Change Period (Y+Rc), s		5.5					5.5
Max Green (Gmax), s MaxAllowHeadway(MAH),s		19.5	50.5	33.5			75.5
		3.5	5.8	3.8			5.8
Max Q Clear (g_c+l1), s Green Ext Time (g_e), s		6.5	24.1	26.0			13.5
		0.3	10.3	1.6			9.0
Prob of Phs Call (p__c)		1.00	1.00	1.00			1.00
Prob of Max Out (p_x)		0.00	0.24	0.23			0.00
Left-Turn Movement Data
Assigned Mvmt		1	5	3
Mvmt Sat Flow, veh/h		1781	0	1781
Through Movement Data
Assigned Mvmt			2	8			6
Mvmt Sat Flow, veh/h			3624	0			3647
Right-Turn Movement Data
Assigned Mvmt			12	18			16
Mvmt Sat Flow,veh/h			99	3170			0
Left Lane Group Data
Assigned Mvmt		1	5	3	0	0	0	0	0
Lane Assignment		L(Pr/Pm)		L

A&R Engineering, Inc

Synchro 11 LightReport

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAPage 3

3a.Future Build 2027 AM 11/18/2025

Lanes in Grp	1	0	1	0	0	0	0	0
Grp Vol (v), veh/h	173	0	0	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	1781	0	1781	0	0	0	0	0
Q Serve Time (g_s), s	4.5	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g__c), s	4.5	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Sat Flow (s_I), veh/h/ln	514	0	1781	0	0	0	0	0
Shared LT Sat Flow (s_sh), veh/h/ln	0	0	0	0	0	0	0	0
Perm LT Eff Green (g_p), s	71.1	0.0	0.0	0.0	0.0	0.0	0.0	0.0
PermLT ServeTime(g_u),s	47.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Q Serve Time (g_ps), s	12.2	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Time to First Blk (g_f), s	0.0	69.1	0.0	0.0	0.0	0.0	0.0	0.0
Serve Time pre Blk (g_fs), s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop LT Inside Lane (P_L)	1.00	0.00	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	362	0	409	0	0	0	0	0
VIC Ratio (X)	0.48	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	551	0	497	0	0	0	0	0
Upstream Filter (I)	1.00	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay (d1), s/veh	11.8	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	1.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	12.8	0.0	0.0	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	1.5	0.0	0.0	0.0	0.0	0.0	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.1	0.0	0.0	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ile Back of Q Factor (f _B%)	1.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
%ile Back of Q (50%), veh/ln	1.6	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ile Storage Ratio (RQ%)	0.14	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual)Q (Qe),veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Middle Lane Group Data
Assigned Mvmt	0	2	8	0	0	6	0	0
Lane Assignment		T				T
Lanes in Grp	0	1	0	0	0	2	0	0
Grp Vol (v), veh/h	0	538	0	0	0	814	0	0
Grp Sat Flow (s), veh/h/ln	0	1777	0	0	0	1777	0	0
Q Serve Time (g_s), s	0.0	22.1	0.0	0.0	0.0	11.5	0.0	0.0
Cycle Q Clear Time (g_c), s	0.0	22.1	0.0	0.0	0.0	11.5	0.0	0.0
Lane Grp Cap (c), veh/h	0	1023	0	0	0	2411	0	0
V/C Ratio (X)	0.00	0.53	0.00	0.00	0.00	0.34	0.00	0.00
Avail Cap (c_a), veh/h	0	1023	0	0	0	2411	0	0
Upstream Filter (l)	0.00	1.00	0.00	0.00	0.00	1.00	0.00	0.00
Uniform Delay (d1), s/veh	0.0	15.5	0.0	0.0	0.0	8.0	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.9	0.0	0.0	0.0	0.4	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	17.4	0.0	0.0	0.0	8.4	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	8.1	0.0	0.0	0.0	3.8	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.0	0.5	0.0	0.0	0.0	0.1	0.0	0.0

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 4

3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackof QFactor(f_B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ile Back of Q (50%), veh/ln	0.0	8.7	0.0	0.0	0.0	3.9	0.0	0.0
%ile Storage Ratio (RQ%)	0.00	0.08	0.00	0.00	0.00	0.20	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Right Lane Group Data
Assigned Mvmt	0	12	18	0	0	16	0	0
Lane Assignment		T+R	R
Lanes in Grp	0	1	2	0	0	0	0	0
Grp Vol (v), veh/h	0	560	653	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	0	1853	1585	0	0	0	0	0
Q Serve Time (g_s), s	0.0	22.1	24.0	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g_c), s	0.0	22.1	24.0	0.0	0.0	0.0	0.0	0.0
Prot RT Sat Flow (s_R),veh/h/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prot RT Eff Green (g_R), s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop RT Outside Lane (P_R)	0.00	0.05	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	0	1067	729	0	0	0	0	0
V/C Ratio (X)	0.00	0.53	0.90	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	0	1067	885	0	0	0	0	0
Upstream Filter ()	0.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay (d1), s/veh	0.0	15.5	44.8	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.9	10.3	0.0	0.0	0.0	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	17.3	55.1	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	8.5	9.3	0.0	0.0	0.0	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.0	0.5	1.0	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBack of Q Factor (f _B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ileBack of Q (50%),veh/ln	0.0	9.0	10.3	0.0	0.0	0.0	0.0	0.0
%ile Storage Ratio (RQ%)	0.00	0.08	0.57	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb),veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0 0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh		23.4
HCM6th LOS		C
Notes

User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

					L
Lane Group	EBL	EBR	NBL	NBT	SBU	SBT
Lane Configurations
Traffic Volume (vph)	23	259	512	1245	8	961
Future Volume(vph)	23	259	512	1245	8	961
Lane Group Flow (vph)	153	150	551	1339	9	1096
Turn Type	Prot	Prot	pm+pt	NA	Perm	NA
Protected Phases	8	8	1	6		2
PermittedPhases			6		2
Detector Phase	8	8	1	6	2	2
SwitchPhase
Minimum Initial (s)	6.0	6.0	5.0	15.0	15.0	15.0
Minimum Split (s)	23.5	23.5	15.0	23.5	40.5	40.5
Total Split (s)	28.0	28.0	55.0	122.0	67.0	67.0
Total Split (%)	18.7%	18.7%	36.7%	81.3%	44.7%	44.7%
Yellow Time (s)	3.5	3.5	3.5	3.5	3.5	3.5
All-Red Time (s)	2.0	2.0	2.0	2.0	2.0	2.0
Lost Time Adjust (s)	0.0	0.0	0.0	0.0	0.0	0.0
Total Lost Time (s)	5.5	5.5	5.5	5.5	5.5	5.5
Lead/Lag			Lead		Lag	Lag
Lead-Lag Optimize?			Yes		Yes	Yes
Recall Mode	None	None	None	C-Min	C-Min	C-Min
v/cRatio	0.70	0.64	0.79	0.44	0.05	0.59
Control Delay (s/veh)	32.5	22.0	31.9	2.9	24.1	28.0
Queue Delay	0.0	0.0	0.0	0.0	0.0	0.0
Total Delay(s/veh)	32.5	22.0	31.9	2.9	24.1	28.0
Queue Length50th (ft)	24	0	294	102	4	372
Queue Length 95th (ft)	97	73	434	190	m18	564
Internal LinkDist (ft)	433			445		2820
Turn Bay Length (ft)	135		305		190
Base Capacity(vph)	351	353	752	3059	199	1848
Starvation Cap Reductn	0	0	0	0	0	0
SpillbackCapReductn	0	0	0	0	0	0
Storage Cap Reductn	0	0	0	0	0	0
Reduced v/cRatio	0.44	0.42	0.73	0.44	0.05	0.59
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150 Offset:0(0%),Referenced tophase2:SBTUand 6:NBTL,Start ofGreen
Natural Cycle: 90 Control Type:Actuated-Coordinated
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:1:Ernest W.Barrett Pkwy &MacedoniaRd
01 02 (R)
06(R) 08

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAage 1

					L
Movement	EBL	EBR	NBL	NBT	SBU	SBT	SBR
Lane Configurations		#
	23	259	512	1245	8	961	59
Future Volume (veh/h)	23	259	512	1245	8	961	59
Initial Q (Qb), veh	0	0	0	0		0	0
Ped-Bike Adj(A_pbT)	1.00	1.00	1.00				1.00
Parking Bus, Adj	1.00	1.00	1.00	1.00		1.00	1.00
WorkZone OnApproach	No			No		No
Adj Sat Flow, veh/h/ln	1870	1870	1870	1870		1870	1870
Adj Flow Rate, veh/h	0	305	551	1339		1033	63
PeakHourFactor	0.93	0.93	0.93	0.93		0.93	0.93
Percent Heavy Veh, %	2	2	2	2		2	2
Cap, veh/h	199	354	580	2896		2057	125
Arrive On Green	0.00	0.11	0.17	0.81		0.60	0.60
Sat Flow, veh/h	1781	3170	1781	3647		3496	207
Grp Volume(v), veh/h	0	305	551	1339		539	557
Grp Sat Flow(s),veh/h/ln	1781	1585	1781	1777		1777	1833
Q Serve(g_s), s	0.0	14.2	22.5	16.8		25.9	25.9
Cycle Q Clear(g_.c), s	0.0	14.2	22.5	16.8		25.9	25.9
Prop In Lane	1.00	1.00	1.00				0.11
Lane Grp Cap(c), veh/h	199	354	580	2896		1074	1108
V/C Ratio(X)	0.00	0.86	0.95	0.46		0.50	0.50
Avail Cap(c_a), veh/h	267	476	858	2896		1074	1108
HCM Platoon Ratio	1.00	1.00	1.00	1.00		1.00	1.00
Upstream Filter(l)	0.00	1.00	1.00	1.00		1.00	1.00
Uniform Delay (d), s/veh	0.0	65.5	26.6	4.1		16.8	16.8
Incr Delay (d2), s/veh	0.0	11.7	15.4	0.5		1.7	1.6
Initial Q Delay(d3), s/veh	0.0	0.0	0.0	0.0		0.0	0.0
%ile BackOfQ(50%),veh/ln	0.0	6.3	22.1	4.7		10.5	10.8
Unsig.Movement Delay,s/veh
LnGrp Delay(d), s/veh	0.0	77.2	42.0	4.7		18.5	18.5
LnGrp LOS		E	D	A		B	B
Approach Vol, veh/h	305			1890		1096
Approach Delay, s/veh	77.2			15.5		18.5
Approach LOS	E			B		B
Timer-Assigned Phs		2				6	8
Phs Duration(G+Y+Rc), s	31.6	96.2				127.7 5.5	22.3
Change Period (Y+Rc), s	5.5	5.5					5.5
Max Green Setting (Gmax), s	49.5 24.5	61.5 27.9				116.5 18.8	22.5 16.2
Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s	1.5	11.3				21.4	0.6
Intersection Summary
HCM 6th Ctrl Delay, s/veh			22.2
HCM6th LOS			C
Notes
User approved volume balancing among the lanes for turning movement.
User approved ignoringU-Turning movement.

					L
Movemenit	EBL	EBR	NBL	NBT	SBU	SBT	SBR
Lane Configurations	Y	#
Traffic Volume (veh/h)	23	259	512	1245	8	961	59
Future Volume (veh/h)	23	259	512	1245	8	961	59
Number	3	18	1	6		2	12
Initial Q, veh	0	0	0	0		0	0
Ped-Bike Adj (A_pbT)	1.00	1.00	1.00				1.00
Parking Bus Adj	1.00	1.00	1.00	1.00		1.00	1.00
Work Zone On Approach	No			No		No
LanesOpenDuringWorkZone
Adj Sat Flow, veh/h/ln	1870	1870	1870	1870		1870	1870
AdjFlowRate,veh/h	0	305	551	1339		1033	63
Peak Hour Factor	0.93	0.93	0.93	0.93		0.93	0.93
Percent Heavy Veh, %	2	2	2	2		2	2
Opposing Right Turn Influence	Yes		Yes
Cap, veh/h	199	354	580	2896		2057	125
HCM Platoon Ratio	1.00	1.00	1.00	1.00		1.00	1.00
PropArriveOn Green	0.00	0.11	0.17	0.81		0.60	0.60
Unsig. Movement Delay
Ln Grp Delay, s/veh	0.0	77.2	42.0	4.7		18.5	18.5
Ln Grp LOS		E	D	A		B	B
Approach Vol, veh/h	305			1890		1096
Approach Delay, s/veh	77.2			15.5		18.5
Approach LOS	E					B
				B
Timer:			2	3	4	5	6	7	8
Assigned Phs		1	2	8			6
Case No		1.2	8.0	9.0			4.0
PhsDuration (G+Y+Rc),s Change Period (Y+Rc), s		31.6 5.5	96.2 5.5	22.3 5.5			127.7 5.5
Max Green (Gmax), s		49.5	61.5	22.5			116.5
Max Allow Headway (MAH), s		3.5	5.8	3.8			5.8
Max Q Clear (g_c+l1), s		24.5		16.2			18.8
Green Ext Time (g_e), s		1.5	27.9 11.3	0.6			21.4
							1.00
Prob of Phs Call (p_c)		1.00	1.00	1.00
Prob of Max Out (p_x)		0.00	0.14	0.17			0.01
Left-Tum MovementData
Assigned Mvmt		1	5	3
Mvmt Sat Flow,veh/h		1781	0	1781
Through MovementData
Assigned Mvmt			2	8			6
Mvmt Sat Flow, veh/h			3496	0			3647
Right-Turn Movement Data
Assigned Mvmt			12	18			16
Mvmt Sat Flow, veh/h			207	3170			0
Left Lane GroupData
Assigned Mvmt		1	5	3	0	0	0	0	0
Lane Assignment		L (Pr/Pm)		L

A&R Engineering, Inc

Synchro11LightReport

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 3

Lanes in Grp	1	0	1	0	0	0	0	0
Grp Vol (v), veh/h	551	0	0	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	1781	0	1781	0	0	0	0	0
Q Serve Time (g_s), s	22.5	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g_c), s	22.5	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Sat Flow (s_I), veh/h/ln	515	0	1781	0	0	0	0	0
Shared LT Sat Flow (s_sh), veh/h/ln	0	0	0	0	0	0	0	0
Perm LT Eff Green (g_p), s	92.7	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Serve Time (g_u), s	64.8	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Perm LT Q Serve Time (g_ps), s	64.8	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Time to First Blk (g_f), s	0.0	90.7	0.0	0.0	0.0	0.0	0.0	0.0
Serve Time pre Blk (g_fs), s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop LT Inside Lane (P_L)	1.00	0.00	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	580	0	199	0	0	0	0	0
V/C Ratio (X)	0.95	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	858	0	267	0	0	0	0	0
Upstream Filter (l)	1.00	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay (d1), s/veh	26.6	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	15.4	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	42.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	19.6	0.0	0.0	0.0	0.0	0.0	0.0	0.0
2nd-Term Q (Q2), veh/ln	2.5	0.0	0.0	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackofQFactor(f_B%)	1.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
%ileBack of Q (50%), veh/ln	22.1	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileStorage Ratio(RQ%)	1.84	0.00	0.00	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe),veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Middle Lane Group Data
Assigned Mvmt	0	2	8	0	0	6	0	0
Lane Assignment		T				T
Lanes in Grp	0	1	0	0	0	2	0	0
Grp Vol (v), veh/h	0	539	0	0	0	1339	0	0
Grp Sat Flow (s), veh/h/ln	0	1777	0	0	0	1777	0	0
Q Serve Time (g_s), s	0.0	25.9	0.0	0.0	0.0	16.8	0.0	0.0
Cycle Q Clear Time (g_c), s	0.0	25.9	0.0	0.0	0.0	16.8	0.0	0.0
Lane Grp Cap (c), veh/h	0	1074	0	0	0	2896	0	0
V/C Ratio (X)	0.00	0.50	0.00	0.00	0.00	0.46	0.00	0.00
Avail Cap (c_a), veh/h	0	1074	0	0	0	2896	0	0
Upstream Filter (l)	0.00	1.00	0.00	0.00	0.00	1.00	0.00	0.00
Uniform Delay (d1), s/veh	0.0	16.8	0.0	0.0	0.0	4.1	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.7	0.0	0.0	0.0	0.5	0.0	0.0
Initial Q Delay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	18.5	0.0	0.0	0.0	4.7	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	10.0	0.0	0.0	0.0	4.4	0.0	0.0
2nd-Term Q (Q2), veh/ln	0.0	0.5	0.0	0.0	0.0	0.2	0.0	0.0

A&R Engineering, Inc

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 4

3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBackofQFactor(f_B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ile Back of Q (50%), veh/ln	0.0	10.5	0.0	0.0	0.0	4.7	0.0	0.0
%ileStorageRatio(RQ%)	0.00	0.09	0.00	0.00	0.00	0.24	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe),veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0	0	0	0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Right Lane Group Data
Assigned Mvmt	0	12	18	0	0	16	0	0
Lane Assignment		T+R	R
Lanes in Grp	0	1	2	0	0	0	0	0
Grp Vol (v), veh/h	0	557	305	0	0	0	0	0
Grp Sat Flow (s), veh/h/ln	0	1833	1585	0	0	0	0	0
Q Serve Time (g_s), s	0.0	25.9	14.2	0.0	0.0	0.0	0.0	0.0
Cycle Q Clear Time (g_c), s	0.0	25.9	14.2	0.0	0.0	0.0	0.0	0.0
Prot RT Sat Flow (s_R), veh/h/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prot RT Eff Green(g_R),s	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Prop RT Outside Lane (P_R)	0.00	0.11	1.00	0.00	0.00	0.00	0.00	0.00
Lane Grp Cap (c), veh/h	0	1108	354	0	0	0	0	0
V/C Ratio (X)	0.00	0.50	0.86	0.00	0.00	0.00	0.00	0.00
Avail Cap (c_a), veh/h	0	1108	476	0	0	0	0	0
Upstream Filter (l)	0.00	1.00	1.00	0.00	0.00	0.00	0.00	0.00
Uniform Delay(d1), s/veh	0.0	16.8	65.5	0.0	0.0	0.0	0.0	0.0
Incr Delay (d2), s/veh	0.0	1.6	11.7	0.0	0.0	0.0	0.0	0.0
Initial QDelay (d3), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Control Delay (d), s/veh	0.0	18.5	77.2	0.0	0.0	0.0	0.0	0.0
1st-Term Q (Q1), veh/ln	0.0	10.3	5.7	0.0	0.0	0.0	0.0	0.0
2nd-Tem Q (Q2), veh/ln	0.0	0.5	0.6	0.0	0.0	0.0	0.0	0.0
3rd-Term Q (Q3), veh/ln	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
%ileBack of QFactor (f_B%)	0.00	1.00	1.00	0.00	0.00	1.00	0.00	0.00
%ile Back of Q (50%), veh/ln	0.0	10.8	6.3	0.0	0.0	0.0	0.0	0.0
%ile Storage Ratio (RQ%)	0.00	0.10	0.35	0.00	0.00	0.00	0.00	0.00
Initial Q (Qb), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Final (Residual) Q (Qe), veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Delay (ds), s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
Sat Q (Qs), veh	0.0	0.0	0.0	0.0	0.0	0.0 0	0.0 0	0.0
Sat Cap (cs), veh/h	0	0	0	0	0			0
Initial Q Clear Time (tc), h	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0
IntersectionSummary
HCM 6th Ctrl Delay, s/veh		22.2
HCM6thLOS		C
Notes

Userapprovedvolumebalancingamongthelanesforturningmovement.

User approved ignoring U-Turning movement.

TRAFFIC VOLuME WOrKSHEEtS

A&R Engineering

November 2025

TrafficVolumes

1.ErnestW.B.Pkwy@Macedonia

A.M.Peak Hour

				0
577			1	589
511	1	1	0	521
		0	0
	1	6		8
一
964		28		1002
记	1	记	3	27
940	1	959	3	972
			=
			3	3
948		68		868
0		0	0
722	1	2%	5	741
154	1	15	0	157
	Growth Factor (%):	No-Build 2027Volumes:	Total NewTrips:	Future2027TrafficVolumes:

P.M. Peak Hour

			0
274		279	3	282
	1			259
一		0
2	1	20	3	2
686			19	1028
6		5	2	59
933	1	29	9
			0
			8	8
1707		1741	J	1757
0				0
1205	1	1229	16	1245
502	1	512	0	512
0		6
Existing 2025 Traffic Counts:	Growth Factor(%):	No-Build 2027Volumes:	Total New Trips:	Future2027TrafficVolumes:

A&R Engineering November 2025

TrafficVolumes

2.ErnestW.B.Pkwy @MedianBrk

A.M.PeakHour

0

		0
		0	0
				0
		2		989
964	1	983	3	986
		0
		3	0	3
同		0		829
		0	0	0
170	1	28	1	813
				0
Existing 2025 Traffic Counts: Condition	Growth Factor(%):	No-Build 2027Volumes:	Total NewTrips:	Future 2027TrafficVolumes:

P.M. Peak Hour

			0
		0
		二
159		046	8	978
1315			17	1358
	M	1331	N
10		10	10	2
Existing 2025 Traffic Counts:	Growth Factor(%):	No-Build 2027Volumes:	Total NewTrips:	Future2027TrafficVolumes:

A&R Engineering

November 2025

TrafficVolumes q - na s Pe p g as e aa s er

A.M.Peak Hour

		0
		0	25	25
		0	0	0
				0
			0
				0
15		984
			0	0
	1		8
788			9	813
0		0	9	9
788	1	0	0
				0
				=
Existing 2025 Traffic Counts: Condition			Total NewTrips:	Future 2027TrafficVolumes:

P.M. Peak Hour

		o
		0	17	17
			B
		o		一
				0
961		20	8
				0
L96	1		8	998
一			0	O
			0
				1368
0		0	2	27
1315	1	1341	0	1341
			0
	GrowthFactor(%):	No-Build 2027Volumes:	Total NewTrips: